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HomeMy WebLinkAbout2875 WHIPTAIL LOOP; ; PREV2018-0022; Permit(City of Carlsbad Print Date: 10/01/2018 Permit No: PREV2018-0022 Job Address: 2875 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091200600 Lot #: 7 Applied: 02/02/2018 Valuation: $0.00 Reference #: DEV2017-0170 Issued: Occupancy Group: Construction Type Permit 10/01/2018 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CBC2017-0457 Final Plan Check #: Inspection: Project Title: CARLSBAD OAKS NORTH LOT 7 Description: SAN DIEGO HAT CO: DEFERRED MEZZANINE JOIST Applicant: Contractor: SMITH CONSULTING ARCHITECTS TFW CONSTRUCTION DEVELOPMENT INC NED HASKELL 13280 Evening Creek Dr 5, Ste 125 Pc Box 220 San Diego, CA 92128-4101 DEL MAR, CA 92014 858-793-4777 858-759-1223 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 225.00 Total Payments To Date : $ 225.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services TCity Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Plan Revision Number - X22_ Project Address tS¼ General Scope of Revision/Deferred_Submittal: CONTACT INFORMATION: ECA-9 Name Phone F Address City Zip Email Address C.. ---i• Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans .Calculations LI Soils El Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? Eli Yes No Does this revision affect any fire related issues? LI Yes No Is this a comple eyes F1 No signature_ Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov - EsGil -. A SAFEbulltCompany DATE: FEB. 14, 2018 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0457 (REV. #1) - PREV 2018-0022 LI APPLICANT VJ URIS. LI PLAN REVIEWER LI FILE SET: I PROJECT ADDRESS: 2875 WHIPTAIL LOOP PROJECT NAME: TWO STORY TILT-UP BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when. minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and shoUld be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ned Hakell (SCA) Telephone #: 858-793-4777 Date contacted: (by,-) Email: nedh(sca-sd.com Mail Telephone Fax In Person REMARKS: Mezzanine truss joists plans & calculations, a deferred submittal, are under this permit. By: ALl SADRE, S.E. Enclosures:fkQOVV XT EsGil Corporation [1 GA LI EJ LI MB El Pc 2/06 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0457 (REV. #1) - PREV 2018-0022 FEB. 14, 2018 [DO NOT PAY — THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0457 (REV. #1) - PREV 2018-0022 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 14, 2018 BUILDING ADDRESS: 2875 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Mezz. truss joists plans & calc's. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V I $225.00 I Type of Review: 0 Complete Review o Structural Only Repetitive Fee V Repeats * Based on hourly rate 0 Other Hourly 1.5 Hrs. @ * EsGil Fee $12 El 0.00 I $180.001 Comments: Sheet 1 of 1 macvalue.doc + F CAN A MJoists and Steel Dec k M STRUCTURAL CALCULATIONS THE STEEL JOISTS DESIGNATED BELOW WERE DESIGNED IN ACCORDANCE WITH STANDARD SPECIFICATIONS ESTABLISHED BY THE STEEL JOIST INSTITUTE AND TO THE INFORMATION PROVIDED BY CUSTOMER. JOIST Ji, TJ2, J3, TJ4, J5, J6, J7, TJ8, J9, TJ10, J1 1, TJ12, TJ13, J14, J15, TJ16, J17, TJ18, J 19, J20, TS2 1, J22, J23, J24, TJ25 El Reviewed 0 Furnish as corrected 0 Rejected 0 Revise and Resubmit r EFERRED SUEMrTA1. - / See Note: OBTAIN BUILDING DEPARTMENT APPROVAL. This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of his or her Work with that of all other trades; and for performing all work in a safe and satisfactory manner. PRIME STRUCTURAL ENGINEERS Date 01/26/2018 ByBinh La U No Exception Taken U Mske Corrections Noted U Rejected Li I d P Emit U Submit Specdied item Checking is only for general 15 rmation with the Design Concept of the Prcl and Eat compliance with the information given the Contract Documents. Any action shown to the requirements of plans and speciE Contractor is responsible for quantities: a fabrication processes and teobri construction; coordination of his work ws. all other trades, and the satis1iory pert of his work. SMITH CONSULTING ARCHITECT Ned Haskell 1-19-18 By: Ned TFW Constructicn Submittal #20R cSI o1oo 1/26/18 JOB NO. : T08608 JOB NAME : SAN DIEGO HAT LOCATION: CARLSBAD, CA CUSTOMER: RAM STRUCTURAL STEEL e2'o-i O' -- c€') -OO 22253 W. Southern Ave. * Buckeye, AZ 85326 * Phone: (623) 386-1900 * Fax: (623) 386-1888 Mark: JI CANAM • Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Vlark : J (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 9 9' . 9" 0 CC • • 1.1 - 1.2 1.3 1.4 1.5 1.6 .- tv b C14 • 5 2.1 - 2.2 2.3 - 2.4 - - w 9' ! Th: - 0-0 1/2 a/C: 13-9 3/4 CR: 0-31/4 EXTR: -0-01/4" ESL: - 0'-01/2" ESR:-0'-01/4" --------------------------------------- -- LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft) [ft] 0-9 1/2 [deg] 51 1 Both No 0.50 0.00 0.00 0 1 -0" 0 1 -0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0 1 -0" 0 1 -0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] S MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ---L--- ---R--- ---L--- ---R--- ---L--- (W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ........... 0.00 0.00 0.00 0.00 0.00 0.00 ,L) Live Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 . E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 4kxial Force Transf.By. : at left: Strut at right: Weld Plate einforcement Type....: at left: S [4] at right: C earing Depth [in): at left: 5" at right: 5" plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S S : CANAM Mark: J1 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 o----------------------- DEFLECTION deflection under live load ................= 0.36 in (L/ 450) ,llowed alculated deflection under service live load .....= 0.07 in (L/ 2210) deflection under total load ...............= ,llowed 0.67 in (L/ 240) alculated deflection under service total load = 0.11 in (L/ 1482) Ioist inertia .....................................= 302.42 in4 equired camber ...................................= equired joist inertia ............................= 0.17 in 300.00 in'4 - ------------------------ F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.73 in) Left Reaction = 7.78/ 0.00 kips Right Reaction = 7.78/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks • Top Chord 1.1 0.00 -13.81 LL 2.5 X .188 z 62 0.71 21 -8 1/211 S1.2 3.67 -14.70 do z 53 0.71 2'-2' 1.3 3.37 -18.96 do z 01.4 3.37 -18.96 do z 36 36 0.59 0.59 2'-O" 2'-O 1.5 4.52 -15.34 do z 1.6 4.27 -16.77 LL 2.5 X .188 z 53 62 0.75 0.75 2'-2 2'-8 1/211 S Bottom Chord .2.1 0.00 0.00 LL 2 X .216 z 104 0.29 3'-7" 2.2 15.23 0.00 do z 101 0.31 3'-3 1/2" 52.3 15.23 0.00 do z 101 0.31 3'-3 1/2" 2.4 0.00 0.00 LL 2 X .216 z S 104 0.29 3'-7" End Diagonal 3.1 15.18 0.00 BR 15/16 z 192 0.73 3'-9 5/8" .223 - 1 5/811 3.2 15.18 0.00 BR 15/16 z 192 0.73 3'-9 5/8" .223 - 1 5/8' Diagonal Towards End 04.1 3.16 -0.19 U 1 x 1.05 x 0.090 z 68 0.42 21 -7 1/4" .090 - 1 1/2" 4.2 3.16 -0.19 U 1 x 1.05 x 0.090 z 68 0.42 2'-7 1/4" .090 - 1 1/2" 5 Diagonal Towards Center 5.1 0.00 -4.83 U 1 x 1.1 x 0.118 z 53 0.80 2'-1 1/4" .118 - 1 1/2" 5.2 0.00 -4.83 U 1 x 1.1 x 0.118 z 53 0.80 2'-1 1/4" .118 - 1 1/2" Secondary Web Member S71 0.72 -4.23 U 1 x 1.05 x 0.090 z 48 0.89 1'-10 5/8' .090 - 1 5/8" 7.2 0.00 -2.94 U 1 x 0.8 x 0.090 z 07-3 0.00 -3.78 U 1 x 1.05 x 0.090 z 59 48 0.68 0.79 11 -8" 1'-10 5/8' .091 - .090 - 1 1/8" 1 3/8" 5 Strut TR1 6.61 -6.61 BR 15/16 0.90 ------------------------------------------- BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 19'-10 3/8" ==> 5 @ Bottom Chord: 24'-8 3/4" ==> 1 1 Row(s) Row(s) Minimum Minimum Deck Acc. (3611 ) to the code 5oSITIoN @ Top Chord @ Bottom Chord 6'-11" 6'-11" qually Spaced Bridging between Uplift Rows : No S I :€ CA N AM Mark: JI . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 . vl.41.O Uplift according to slope abrication code unless noted -LL = 2 angles short legs hack to back, -EL = 2 angles welded in box, -ER = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): .3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 167 / 200 Area to Paint : 50.81 ft2 Material Sort : Cost 53 (64)-53(64)-25-6/4-167(200) NNN,N1'IN S S S S S S S S S S S :CANAM Mark: TJ2 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Iark : TJ2 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE - - - 00 -r • • 1.2 1.3 1.4 1.5 1.6 .. .3I -. tv - • ___ 2.1 2.2 2.3 - 2.4 - W EXTL: - 0'-0 1/2" C/C: 13-9 3/4' CR: 0-31/4" EXTR:-0'-01/4" ESL: .P'-P[/?' E --------------------------------------- - -LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED .) OTAL LOAD..: 1048.00 lb/ft 20LH5P1048/733 LIVE LOAD...: 733.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- 4lo Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 02 1 Both No 0.25 0.25 0.00 0,-0" 01 -0" 3 1 90 0 1 1 Both No 0.50 0.00 0.00 0,-0" 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> I ---L--- ---R--- ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 I L) 0.00 0.00 ID) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 . E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 xial Force Transf.By. :at left: Seat at right: Weld Plate inforcement Type....: at left: C [01 at right: C :earingDepth [in] : at left: 5" at right: 5" lice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 I • I :€ CANAM Mark: TJ2 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ----------------------- DEFLECTION ----------------------------------------- o deflection under live load ................= 0.36 in (LI 450) ,liowed alculated deflection under service live load .....= 0.05 in (LI 3400) deflection under total load ...............= ,llowed 0.67 in (LI 240) alculated deflection under service total load = 0.07 in (L/ 2280) inertia .....................................= ,oist 465.18 in"4 equired camber ...................................= 0.17 in ,equired joist inertia ............................= 450.00 in'4 inimum Thickness [in] = Top = .3 Web= Bot = Rods= S------------------------ F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.42 in) Left Reaction = 7.78/ 0.00 kips Right Reaction = 7.78/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks S Top Chord 1.1 4.79 -17.38 LL 3 X .313 z 52 0.87 2'-8 1/211 01.2 5.04 -15.93 do z 44 0.53 2'-2 0 1.3 4.31 -19.93 do z 1.4 4.31 -19.93 do z 31 31 0.29 0.29 2'-O" 2'-O" 1.5 5.04 -15.93 do z 01.6 4.79 -17.38 LL 3 X .313 z 44 52 0.35 0.35 2'-2 2'-8 1/2' Bottom Chord 92.1 0.00 0.00 LL 2.5 X .230 z 83 0.22 3'-7" 2.2 15.48 0.00 do z 2.3 15.48 0.00 do z 0 80 80 0.24 0.24 3'-3 1/2" 3'-3 1/2" 02.4 0.00 0.00 LL 2.5 X .230 z 83 0.22 3'-7" S 3.1 End Diagonal 17.77 -2.39 BR 15/16 yy153 0.86 3'-9 5/8" .223 - 1 7/8" 3.2 15.38 0.00 BR 15/16 z 192 0.74 3'-9 5/8" .223 - 1 5/8" Diagonal Towards End 04.1 3.19 0.00 U 1 x 1.05 x 0.090 z 4.2 3.19 0.00 U 1 x 1.05 x 0.090 z 91 91 0.43 0.43 2'-7 1/4" 21 -7 1/4" .090 - .090 - 1 1/2" 1 1/2" 5 Diagonal Towards Center S 5.1 0.00 -4.86 U 1 x 1.1 x 0.118 z 5.2 0.00 -4.86 U 1 x 1.1 x 0.118 z 53 53 0.80 0.80 2'-1 1/4" 2'-1 1/4" .118 - .118 - 1 1/2" 1 1/2" Secondary Web Member 57.1 1.13 -4.92 U 1 x 1.1 x 0.118 z 46 0.76 l'-lO 5/8" .118 - 1 3/8" 7.2 0.00 -2.95 U 1 x 0.8 x 0.090 z 7.3 0.00 -3.79 U 1 x 1.1 x 0.118 z 58 46 0.68 0.58 1'-8" 1'-10 5/8" .091 - .118 - 1 1/8" 1 1/8" ------------------------------------------- BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports 5 @ Top Chord: 23'-0 1/8" ==> 1 Row(s) Minimum Deck (36") @ Bottom Chord: 28'-7 3/8" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 6'-11" 6'-11" Squally Spaced Bridging between Uplift Rows : No S S S S € CANAM Mark: TJ2 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ---------------------------------------------------------------------------------------------- 5 Uplift according to slope abrication code unless noted S -LL = 2 angles short legs back to back, -EL = 2 angles welded in box, -ER = Round bar -U = 1 U profile, -UIJ = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) ban: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): .3 = at any panel point along the joist ord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (xnp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 263 / 305 Area to Paint : 59.78 ft2 Material Sort : Cost IR7 (100) -87(100) -25-6/4-263 (305) NNN,NNN S S S S S S S S S S S S S S S S S S S S S S S Mark: J3 CANAM. Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/1 8 14:36:22 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) /Iark : J3 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE • • 1.1 1.2 1.3 1.4 1.5 1.6 .-. 3 . ', u, ' 6 _ _ _ 2.1 2.2 2.3 - - 2.4 S 0-4 EXTL:_-_0'-0 1/2"C/C: 13'-8 1/4' CR: 0-3 1/4' EXTR: - 0-01/4' ESL: - 0-01/2" ESR: - 0-01/4" I ----------------------------------------LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- Oo Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 51 1 Both No 0.50 0.00 0.00 01 -0" 0'-O" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 01 -0" 0'-0" 3 1 90 0 END MOMENTS Eft-kip] & AXIAL LOADS[kips] I MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- --- L --- ---R--- ---L--- ---R--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 I (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 , L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ..... . ......... 0.00 0.00 0.00 0.00 0.00 0.00 I E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 xia1 Force Transf.By.: at left: Strut at right: Weld Plate Ieinforcement Type....: at left: S [4] at right: C earing Depth [in] : at left: 5" at right: 5" plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 I • • WCANAM Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 -------------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load .....= 0.35 in (L/ 0.07 in (LI 450) 2272) ,llowed deflection under total load ...............= 0.66 in (L/ 240) alculated deflection under service total load = 0.10 in (L/ 1523) ,oist inertia .....................................= 302.42 in4 equired camber ...................................= 0.17 in eguired joist inertia ............................= 300.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.73 in) Left Reaction = 7.71/ 0.00 kips Right Reaction = 7.71/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks •Top Chord 1.1 0.00 -13.31 LL 2.5 X .188 z 59 0.67 2'-7 S1.2 3.73 -14.30 do z 53 0.67 2'-2" 1.3 3.41 -18.70 do z 36 0.59 2'-0" 01.4 3.41 -18.70 do z 36 0.59 2'-O" 1.5 4.54 -15.21 do z 1.6 4.29 -16.64 LL 2.5 X .188 z 0 53 62 0.75 0.75 2'-2" 21 -8 1/2' 5 Bottom Chord 0.00 0.00 LL 2 X .216 z W.1 101 0.28 3'-5 1/2' .2 14.84 0.00 do z 101 0.31 3'-3 1/211 02.3 15.03 0.00 do z 101 0.31 3'-3 1/211 2.4 0.00 0.00 LL 2 X .216 z 0 End Diagonal 03.1 14.73 0.00 . BR 15/16 z 104 187 0.28 0.71 3'-7-- 3'-8 1/4' .223 - 1 5/8" 3.2 15.02 0.00 BR 15/16 z 192 0.73 3'-9 5/8" .223 - 1 5/8" .Diagonal Towards End 4.1 3.13 -0.17 U 1 x 1.05 x 0.090 z 68 0.42 21 -7 1/4" .090 - 1 1/2" 4.2 3.13 -0.22 U 1 x 1.05 x 0.090 z 68 0.42 2'-7 1/4" .090 - 1 1/2' 5 Diagonal Towards Center 5.1 0.00 -4.92 U 1 x 1.1 x 0.118 z 05.2 0.00 -4.74 U 1 x 1.1 x 0.118 z 53 53 0.82 0.79 2'-1 1/4" 2'-1 1/4" .118 - .118 - 1 1/2" 1 1/2" S Secondary Web Member S7.1 0.79 -4.21 U 1 x 1.05 x 0.090 z 48 0.88 1'-10 5/8" .090 - 1 5/8" 7.2 0.00 -2.94 U 1 x 0.8 x 0.090 z 59 0.68 1'-8" .091 - 1 1/8' 07-3 0.00 -3.77 U 1 x 1.05 x 0.090 z 48 0.79 1'-10 5/8" .090 - 1 3/8" 5 Strut ,T R1 6.62 -6.62 BR 15/16 0.81 -------------------------------------------BRIDGING ------------------------------------------ . aximum spacing between rows of bridging Lateral Supports @ Top Chord: 19'-10 3/8" ==> 5 @ Bottom Chord: 24'-8 3/4" ==> 1 1 Row(s) Row(s) Minimum Minimum Deck Acc. (3611 ) to the code 5051T10N @ Top Chord @ Bottom Chord 6'-10 1/4" 6'-10 1/4" qually Spaced Bridging between Uplift Rows : No S S :€ CANAM Project: T08608 SAN HAT CO-N LOT7 Mark: B (T08608) 01/11/18 14:36:22 ---------------------------------------------------------------------------------------------- db vl.41.0 ,plift according to slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -Ti = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist Word: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 166 / 198 Area to Paint : 50.41 ft2 Material Sort : Cost 3(63)-53(63)-25-6/4-166(198) N,NNN S S S S • S S • • S • • S S S S S S S • S S S S S • S :€ CANAM Mark: TJ4 Project: T08608 SAN HAT CO-N LOT7 W (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) :ark : TJ4 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE - - . - 00 - • • 11.3 .4 1.5 - 1.6 04 CM - )__ -- ci 2.1 2.2 2.3 - 2.4 - w EXTL: - 0-01/2' C/O 13-93/4" CR: 0'-7" EXTR: - 0'-31/2" ESL: - 0-01/2" ESR: - 0'-3 1/2"- . --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------- - ---------- CONCENTRATED LOADS (From Axis) ------------------------------- So Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] l 1 Both No 0.50 0.00 0.00 01 -0" 0'-O" 3 1 90 0 2 1 Both No 0.25 0.28 0.00 01 -0" 0'-O" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- --- L ---- ---R--- ---L--- W) Wind (case 1) ............0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 .E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 ial Force Transf.By.: at left: Seat at right: Weld Plate Type....: at left: C [01 at right: C :inforcement earing Depth [in] : at left: 5" at right: 5" lice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 I S • Mark: TJ4 CANAM. Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 I ilowed deflection under live load ................=0.35 ----------------------- DEFLECTION ----------------------------------------- in (L/ 450) alculated deflection under service live load .....= 0.04 in (L/ 3611) deflection under total load ...............= ,liowed 0.66 in (L/ 240) alculated deflection under service total load = 0.07 in (L/ 2420) inertia .....................................= ,oist 465.18 in4 equired camber ...................................= 0.17 in ,equired joist inertia ............................= 450.00 in4 inimum Thickness [in] = Top = .3 Web= Hot = Rods= S------------------------F 0 R C E S I N M E M B E R S (kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.42 in) Left Reaction = 7.64/ 0.00 kips Right Reaction = 7.64/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks S Top Chord 1.1 4.85 -17.11 LL 3 X .313 1.2 5.10 -15.65 do z 52 z 44 0.86 0.52 2'-8 1/211 2'-2 1.3 4.42 -19.37 do 51.4 4.42 -19.37 do z 31 z 31 0.28 0.28 2'-0" 1.5 5.21 -15.08 do 01.6 4.97 -16.45 LL 3 X .313 z 44 z 46 0.31 0.31 2'-2-- 2'-5 1/411 Bottom Chord S2.1 0.00 0.00 LL 2.5 X .230 z 83 0.21 3'-7" 2.2 15.03 0.00 do 2.3 14.62 0.00 do z 80 z 80 0.23 0.23 3'-3 1/2" 3'-3 1/2" 2.4 0.00 0.00 LL 2.5 X .230 S z 77 0.21 3'-3 3/4" S 3.1 End Diagonal 17.42 -2.39 BR 15/16 yy153 0.84 3'-9 5/8" .223 - 1 7/8 3.2 14.40 0.00 BR 15/16 z 179 0.70 3'-6 3/4" .223 - 1 1/2" 5 Diagonal Towards End 0 4.1 3.14 0.00 U 1 x 1.05 x 0.090 4.2 3.14 0.00 U 1 x 1.05 x 0.090 z 91 z 91 0.42 0.42 2'-7 1/4" 2'-7 1/4" .090 - .090 - 1 1/2" 1 1/211 5 Diagonal Towards Center 0.00 -4.67 U 1 x 1.1 x 0.118 S5.1 z 53 0.77 2'-1 1/4" .118 - 1 1/2" 5.2 0.00 -5.06 U 1 x 1.1 x 0.118 z 53 0.83 2'-1 1/4" .118 - 1 1/2" Secondary Web Member 07.1 1.13 -4.92 U 1 x 1.1 x 0.118 z 46 0.76 1'-10 5/8" .118 - 1 3/8" 7.2 0.00 -2.94 U 1 x 0.8 x 0.090 S . 0.00 -3.62 U 1 x 1.1 x 0.118 z 58 z 46 0.68 0.56 1'-8" 1'-10 5/8" .091 - .118 1 1/8" - 1" S------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports 5 @ Top Chord: 23'-0 1/8" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-7 3/8" ==> OSITION @ Top Chord 5 61 -9 3/8" 1 Row(s) @ Bottom 61 -9 Minimum Chord 3/8" Acc. to the code Squally Spaced Bridging between Uplift Rows : No S S S *"CANAM Mark: TJ4 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ---------------------------------------------------------------------------------------------- vl.41.0 Itlift according to Slope brication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -Ut! = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads 5efinition of the categories (Cat.): .3 = at any panel point along the joist ord: 1 = Top, 2 = Bottom * PC lination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp) : 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 259 I 299 Area to Paint : 58.72 ft2 Material Sort : Cost Iq5 (98) -85 (98) -25-6/4-259 (299) N1'T,NNN S S S S S S S S S S S S S S S S S S S S S S S S S S pq :€ CANAM . Mark: J5 Project: T08608 SAN HAT CO-N LOT7 S (T08608) 01/11/18 14:36:22 • Project: T08608 SAN HAT CO-N LOT7 S JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) ilark : J5 (MS 1" LH, Asymmetrical,, Free ends) • ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE S S S 1.2 -- 1.3 1.4 1.5 - 1.6 - 1.7 S -- - 6 -- ' 6 w • ___ 5 2.1 2.2 2.3 - 2.4 — - 0-4 EXTL: - 0-0 1/2" C/C: 13-93/4 CR: 0'-5"EXT10'-3l/'V' ESL: - 0-0 1/2"ESR: 0-1"- -- - S --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED S OTAL LOAD..: 1048.00 lb/ft 20LH5P1048/733 LIVE LOAD...: 733.00 lb/ft .------------------------------------------EXTENSION ----------------------------------------- ,cx-R 0'-2 1/4' Type F[S] Shoe = 5.00 Mf = -0.018 ft-kip (0.328) L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 = 1.09 in4 Cal.D. LL = L/ 9999 = 0.00 TL = L/-1401 = 0.00 5--------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- eo Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp S [kips] [kips] [kips] [ft] (ft] 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 0'-0" 01 -0" 3 1 90 0 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 S S • S S S S • Mark: J5 CANAM. Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 END MOMENTS [ft-kip] & AXIAL LOADS[kips]. ------------------------ w MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ---L--- ---R--- --- W) Wind (case 1) ...........: 0.00 0.00 L --- ---R--- ---L--- 0.00 0.00 0.00 0.00 2) ............0.00 0.00 .(case 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 (E) Seism (case 1) ..........: 0.00 0.00 -6.52 (case 2) ..........: 0.00 0.00 6.52 0.00 6.52 -6.52 0.00 0.00 0.00 xia1 Force Transf.By.: at left: Strut at right: Weld Plate ,einforcement Type....: at left: S [4] at right: 6 [0] earing Depth [in] : at left: 5" at right: 5" ,plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 ..---------------------DEFLECTION ----------------------------------------- deflection under live load ................= ,llowed 0.36 in (L/ 450) alculated deflection under service live load .....= 0.08 in (L/ 2160) Illowed deflection under total load ...............= 0.68 in (L/ 240) alculated deflection under service total load = 0.11 in (L/ 1449) ,oist inertia .....................................= 302.42 in4 equired camber ...................................= equired joist inertia ............................= 0.17 in 300.00 in4 ------------------------- F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.73 in) Left Reaction = 7.83/ 0.00 kips Right Reaction = 8.03/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD o No Tension Compres. x = tied at mid-length Slend. Tjtil. Length Weld-Ea.Side Remarks • Top Chord 1.1 0.00 -13.93 LL 2.5 X .188 z 62 0.72 2'-8 1/2" . 1.2 3.64 -14.80 do z 53 0.72 2'-2" 1.3 3.32 -19.16 do z 36 0.60 1.4 3.32 -19.16 do z 36 0.60 0 2'-O" 2'-O" 1.5 4.45 -15.65 do z 53 0.79 01.6 4.20 -17.11 do z 64 0.79 2'-2" 21 -9 3/4" 1.7 0.00 0.00 LL 2.5 X .188 Z 5 0.33 0'-2 1/4" .Bottom Chord 2.1 0.00 0.00 LL 2 X .216 z 104 0.29 31 -7" 02-2 15.40 0.00 do z 101 0.32 3'-3 1/2" 0 2.3 15.56 0.00 do z 101 0.32 2.4 0.00 0.00 LL 2 X .216 z 108 0.29 31 -3 1/2" 3'-8 1/4" End Diagonal 15.31 0.00 BR 15/16 z 192 0.74 .3.1 3'-9 5/8" .223 - 1 5/8" 3.2 15.55 0.00 BR 15/16 z 197 0.75 3'-10 3/4" .223 - 1 5/8" Diagonal Towards End 3.26 -0.17 13 1 x 1.05 x 0.090 z 68 0.43 2'-7 1/4" .090 - 1 1/2" 4.2 3.26 -0.21 13 1 x 1.05 x 0.090 z 68 0.43 2'-7 1/4" .090 - 1 1/2" S S S S CANAM Mark: J5 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:22 FORCES IN MEMBERS (Cont.) [kips] S REQUIRED MATERIAL 5 REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards Center . 5.1 0.00 -4.90 U 1 x 1.1 x 0.118 z 53 0.81 2'-1 1/4' .118 - 1 1/211 5.2 0.00 -4.76 U 1 x 1.1 x 0.118 z 53 0.79 2'-1 1/4' . .118 - 1 1/211 Secondary Web Member 7.1 0.72 -4.23 U 1 x 1.05 x 0.090 z 48 0.89 1'-10 5/8 .090 - 1 5/8' 7.2 0.00 -2.94 U 1 x 0.8 x 0.090 z 59 0.68 1'-8" 07.3 .091 - 1 1/8" 0.00 -3.84 U 1 x 1.05 x 0.090 z 48 0.81 l'-lO 5/8" .090 - 1 1/2' S Strut TR1 6.61 -6.61 BR 15/16 0.90 -------------------------------------------BRIDGING ------------------------------------------ Saximum spacing between rows of bridging Lateral Supports . @ Top Chord: 19'-10 3/8" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 24'-8 3/4" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord S 6'-11 5/8" 6'-11 5/8" equally Spaced Bridging between Uplift Rows : No 0 ---------------------------------------------------------------------------------------------- plift according to slope vl.41. 0 abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar 5 -U = 1 U profile, -UTJ = 2 U profiles one inside the other, -CL = Crimped angle NCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Wide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads .efinition of the categories (Cat.): 3 = at any panel point along the joist 4R4ord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] oroject 169 / 203 Area to Paint : 51.84 ft2 Material Sort : Cost 414(65)-54(65)-25-6/4-169(203) NNN,NNN S S S S S S S S S S S CA N A M Mark : J6 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) ark : J6 (MS V LH, Asymmetrical,, Free ends) • ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE £5 S 1.1 1.2 1.3 1.4 1.5 1.6 1.7 ...- • . 2.1 2.2 2.3 2.4 C" w 0-4" EXTL: - 0-01/2' C/C: 13cR 0-5' EXTR: 034' ESL: -O'-01/2" ESR: 0'-1 --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LHSP1048/733 LIVE LOAD...: 733.00 lb/ft -------------------------------------------EXTENSION ----------------------------------------- I cx-R 0'-2 1/4" Type F[S] Shoe = 5.00 Mf = -0.018 ft-kip (0.321) L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 SI = 1.09 inA 4 Ca1.D. LL = L/ 9999 = 0.00 TL = L/-1439 = 0.00 ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- So Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp S [kips] (kips] [kips] [ftl [ftl 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 0,-0" o'-o" 3 1 90 0 1 Both No 0.25 0.25 0.00 0,-0" 01 -0" 3 1 90 0 • • S S S. S S • S :€ CANAM Mark: J6 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 --------------------------END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS 5 <<< AXIAL LOADS Top Chord >>> << Bottom Chord >> W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 IL) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 (E) Seism (case 1) ..........: 0.00 5 (case 2) ..........: 0.00 0.00 -6.52 0.00 6.52 0.00 6.52 -6.52 0.00 0.00 0.00 Sxiai Force Transf.By. : at left: Strut at right: Weld Plate ,einforcement Type....: at left: S [4] at right: 6 [0] earing Depth [in] : at left: 5" at right: 5" , plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No Load Factor With Seismic, SDS: 0.749 .ead .-------------DEFLECTION ----------------------------------------- ,liowed deflection under live load ................= 0.36 in (L/ 450) alculated deflection under service live load .....= 0.07 in (L/ 2220) ,liowed deflection under total load ...............= 0.67 in (L/ 240) alculated deflection under service total load = 0.11 in (L/ 1489) '01st inertia .....................................= 302.42 in4 equired camber ...................................= equired joist inertia ............................= 0.17 in 300.00 in4 S-------------------------F 0 R C E S I N M E M B E R S [kips] S (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.73 in) 5 Left Reaction = 7.77/ 0.00 kips Right Reaction = 7.97/ 0.00 kips 5 REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks S Top Chord 1.1 0.00 -13.78 LL 2.5 X .188 z 62 0.71 2'-8 1/2" 1.2 3.67 -14.68 do z 53 0.71 2'-2" 1.3 3.38 -18.91 do 01.4 3.38 -18.91 do z 36 0.59 z 36 0.59 2'-0" 2'-0" 1.5 4.54 -15.27 do z 53 0.74 2'-2" 1.6 4.29 -16.70 do z 61 0.74 2'-8 1/4' 1.7 0.00 0.00 LL 2.5 X .188 z 5 0.32 0'-2 1/4' Bottom Chord 2.1 0.00 0.00 LL 2 X .216 & - 2 15.20 0.00 do z 104 0.29 z 101 0.31 3'-71- 3'-3 1/2" 2.3 15.17 0.00 do 0.00 0.00 LL 2 X .216 z 101 0.31 z 104 0.29 3'-3 1/2" 3'-6 3/4" S End Diagonal 3 15.15 0.00 BR 15/16 0.1 z 192 0.73 3'-9 5/8" .223 - 1 5/8" 3.2 15.10 0.00 BR 15/16 z 191 0.73 3'-9 3/8' .223 - 1 5/8' Diagonal Towards End 3.24 -0.20 U 1 x 1.05 x 0.090 z 68 0.43 2'-7 1/4" .090 - 1 1/2" 4.2 3.24 -0.19 U 1 x 1.05 x 0.090 z 68 0.43 2'-7 1/4" .090 - 1 1/2" S S S Mark : J6 CANAM S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] S REQUIRED MATERIAL REQUIRED WELD 5 No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks S Diagonal Towards Center S5.1 0.00 -4.81 U 1 x 1.1 x 0.118 z 53 0.80 21 -1 1/4" .118 - 1 1/2' 0.00 -4.85 U 1 x 1.1 x 0.118 z 53 0.80 2'-1 1/4" .118 - 1 1/2" S 5.2 Secondary Web Member 07.1 0.72 -4.23 U 1 x 1.05 x 0.090 z 48 0.89 l'-lO 5/8' .090 - 1 5/8' 7.2 0.00 -2.94 U 1 x 0.8 x 0.090 z 59 0.68 1'-8" S . .091 - 1 1/8" 0.00 -3.76 U 1 x 1.05 x 0.090 z 48 0.79 l'-lO 5/8" .090 - 1 3/8" S Strut TR1 6.61 -6.61 BR 15/16 0.90 5------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports S @ Top Chord: 19'-10 3/8" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 24'-8 3/4" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 6'-10 7/8" 6'-10 7/8" 5 1 qually Spaced Bridging between Uplift Rows : No S---------------------------------------------------------------------------------------------- .vl.41.0 plift according to slope fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar 5 -U = 1 U profile, -UTJ = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) 1 = Main Joist, 2 = Left Extension, 3 = Right Extension 'pan: ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads . efinition of the categories (Cat.): 3 = at any panel point along the joist Ihord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite S Project no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 5 168 / 201 Area to Paint : 51.44 ft2 Material Sort : Cost 04(64)-54(64)-25-6/4-168(201) NNN,NNN S S S S S S S S S S S S Mark: J7 CANAM S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) dark : J7 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE . &o . S S S S LI 1:2 1.3 - 1.4 1.5 1.6 1.7 .. S / ev C%1 5 2.1 2.2 2.3. 2.4 - S O'-21/2EXTL:0'-21/2" C/C: 13'-51/4" CR: 0'-5"EXTR:0'-31/4 - ESL—W-2-1/2" -. ESR:O'-l" S 5 CONDITIONS ------------------------------------ S ----LOADING - THE --- SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ------------------------------------------- -EXTENSION ----------------------------------------- ,cx-R 0'-2 1/4" Type F[S] Shoe = 5.00 Mt = -0.018 ft-kip (0.332) L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 5i = 1.09 in4 Cal.D. LL = L/ 9999 = 0.00 TL = L/-1439 = 0.00 5--------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- Iso Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp S [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 01 -0" 0'-0" 3 1 90 0 1 Both No 0.25 0.25 0.00 01 -0" 0'-0" 3 1 90 0 S S S S S S S S S S CANAM Mark: J7 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS 5 <<< AXIAL LOADS Top Chord >>> << Bottom Chord >> ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 ---R--- --- L --- 0.00 0.00 0.00 0.00 2) ...........: 0.00 0.00 .(case 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ................0.00 0.00 0.00 0.00 0.00 0.00 (E) Seism (case 1) ...........0.00 0.00 -6.52 5 (case 2) ..........: 0.00 0.00 6.52 0.00 6.52 -6.52 0.00 0.00 0.00 Sxial Force Transf.By.: at left: Weld Plate at right: Weld Plate ,einforcement Type....: at left: C at right: 6 [0] earing Depth [in] : at left: 5" at right: 5" ,puce [Yes/No] ..................Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S .---------------DEFLECTION ----------------------------------------- deflection under live load ................= ,llowed 0.36 in (L/ 450) alculated deflection under service live load .....= 0.07 in (L/ 2220) ,llowed deflection under total load ...............= 0.67 in (L/ 240) alculated deflection under service total load = 0.11 in (L/ 1489) ,oist inertia .....................................= 302.42 ±n4 equired camber ...................................= equired joist inertia ............................= 0.17 in 300.00 in4 S------------------------ F 0 R C E S I N M E M B E R S [kips] S (THE SHOWN FORCES ARE UN-FACTORED) 5 Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.73 in) 5 Left Reaction = 7.77/ 0.00 kips Right Reaction = 7.97/ 0.00 kips S REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. tJtil. Length Weld-Ea. side Remarks S Top Chord 1.1 4.78 -16.78 LL 2.5 X .188 z 59 0.72 21 -7" 1.2 5.02 -15.39 do z 53 0.72 2'-2" 1.3 4.25 -19.56 do z 36 0.61 01.4 4.25 -19.56 do z 36 0.61 2'-O" 2'-O" 1.5 4.93 -15.86 do z 53 0.79 101.6 4.67 -17.32 do z 64 0.79 2'-2" 2'-9 3/4" 1.7 0.00 0.00 LL 2.5 X .188 z 5 0.33 0'-2 1/4" S Bottom Chord 2.1 0.00 0.00 LL 2 X .216 z 101 0.28 2 .2 15.01 0.00 do z 101 0.31 3'-5 1/2" 3'-3 1/2" 2.3 15.35 0.00 do z 101 0.31 02.4 0.00 0.00 LL 2 X .216 z 108 0.29 3'-3 1/2" 3'-8 1/4" 5 End Diagonal 14.86 0.00 BR 15/16 z 187 0.72 S3.1 3'-8 1/4" .223 - 1 5/8" 3.2 15.38 0.00 BR 15/16 z 197 0.74 3'-10 3/4" .223 - 1 5/8" Diagonal Towards End 04.1 3.24 0.00 U 1 x 1.05 x 0.090 z 91 0.43 2'-7 1/4" .090 - 1 1/2" 4.2 3.24 0.00 U 1 x 1.05 x 0.090 z 91 0.43 21 -7 1/4' .090 - 1 1/2" S S S S :CANAM Mark: J7 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL INo REQUIRED WELD Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards Center . 5.1 0.00 -4.99 U 1 x 1.1 x 0.118 z 53 0.83 2'-1 1/4 .118 - 1 1/211 5.2 0.00 -4.67 U 1 x 1.1 x 0.118 z 53 0.77 21 -1 1/4" . .118 - 1 1/211 Secondary Web Member 17.1 0.00 -3.70 U 1 x 0.8 x 0.090 z 67 0.91 l'-lO 5/8" .091 - 1 3/8" 7.2 0.00 -2.95 do z 59 0.68 l'-8" 17.3 .091 - 1 1/8" 0.00 -3.84 U 1 x 0.8 x 0.090 z 67 0.94 l'-lO 5/8' .091 - 1 3/8" ------------------------------------------- BRIDGING .......................................... aximum spacing between rows of bridging Lateral Supports I @ Top Chord: 19'-7 3/811 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 24'-5 7/8" ==> 1 Row(s) Minimum Acc. to the code I G OSITION @Top Chord @ Bottom Chord 6'-7 7/8" 6'-7 7/8" qually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- I plift according to slope brication code unless noted I -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) ban: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads finition of the categories (Cat.): .3 = at any panel point along the joist ord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite oject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 161 / 194 Area to Paint : 51.08 ft2 Material Sort : Cost : 4(64)-54(64)-25-6/4-161(194) NN,NNN S I I I I I I I I I :€ CANAM Mark: TJ8 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:24 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) lark : TJ8 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE .N . - N - - • • 1.1 1.2 1.3 1.4 1.5 1.6 .:' CD CIA • ___ . 2.1 2.2 2.3 2.4 L:0.4"EXTL: -0'-Oi/T C/C: 13-23/4" CR 0-7" EXTR: - 0'-3 1/2' ESL: -0'-O 1/2' ESR: - 0-3 1/2" -----------------------------------------LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED S OTAL LOAD..: 1073.00 lb/ft 20LHSP1073/750 LIVE LOAD...: 750.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- S o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips][kips] [kips] [ft] [ft] 0-9 1/2 [deg] 53 1 Both No 0.52 0.52 0.69 01 -0" 0'-0" 3 1 90 0 1 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 52 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 S--------------------------END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS S <<< Top Chord >>> << Bottom Chord >> ---L--- ---R--- ---L--- ---R--- ---L--- 5W) Wind (case 1) ............0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ............0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ID) Dead Load ...............:0.00 0.00 0.00 0.00 0.00 0.00 E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 S (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 keial Force Transf.By.: at left: Seat at right: Weld Plate inforcement Type....: at left: C [0] at right: C searing Depth [in] : at left: 5" at right: 5" [Yes/No] .................: Yes Imposed Rows of Bridging Gplice Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S S 5 *"CANAM Mark: TJ8 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ----------------------------------------- .------------------------------------------DEFLECTION ilowed deflection under live load ................= Salculated deflection under service live load .....= 0.34 in (L/ 0.04 in (LI 450) 3748) deflection under total load ...............= ,ilowed 0.63 in (LI 240) alculated deflection under service total load = 0.06 in (L/ 2574) Ioist inertia .....................................= 468.03 in4 equired camber ...................................= 0.16 in ,equired joist inertia ............................= 450.00 in4 inimum Thickness [in] = Top = .281 Web= Rods= Bot = -------------------------- F 0 R C E S I N M E M B E R S [kips] I (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 18.43 in) Left Reaction = 8.01/ -0.69 kips Right Reaction = 8.01/ -0.69 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks • Top Chord 1.1 5.18 -15.95 LL 3 X .281 z 40 0.94 2'-1 1/2' I1.2 5.41 -14.53 do z 44 0.51 2'-21- 1.3 4.59 -19.28 do 11.4 4.59 -19.28 do z 30 z 30 0.32 0.31 2'-0" 1.5 5.28 -15.23 do 11.6 5.03 -16.78 LL 3 X .281 z 44 z 46 0.35 0.35 2'-2" 2'-5 1/4" Bottom Chord .1 0.00 0.00 LL 2.5 X .25 yyllo 0.19 31 -0" 2.2 14.45 -1.24 do yy104 0.21 3'-3 1/2" 14.97 -1.29 do yy104 0.21 3'-3 1/2" 2.4 0.00 0.00 LL 2.5 X .25 yyllO 0.19 3'-3 3/4" End Diagona1 13.1 16.86 -3.89 BR 15/16 yy132 0.81 31 -3 1/2" .223 - 1 3/4" 13.2 14.96 -1.29 BR 15/16 yy143 0.72 3'-6 3/4" .223 - 1 5/8" Diagonal Towards End 4.1 3.29 -0.58 U 1 x 1.05 x 0.090 13.2 3.29 -0.59 U 1 x 1.05 x 0.090 z 68 z 68 0.44 0.44 2'-7 1/4" 2'-7 1/4" .090 - 1 1/2" .090 - 1 1/2" Diagonal Towards Center 5.1 0.61 -5.66 U 1 x 1.1 x 0.118 .2 0.58 -5.18 U 1 x 1.1 x 0.118 z 53 z 53 0.93 0.85 2'-1 1/4" 2'-1 1/4" .118 - 1 5/8" .118 - 1 1/2" Secondary Web Member 17 .1 2.26 -5.55 U 1 x 1.1 x 0.118 z 46 0.85 1'-10 5/8" .118 - 1 5/8" 7 .2 0.69 -3.51 U 1 x 0.8 x 0.090 13.3 0.79 -4.29 U 1 x 1.1 x 0.118 z 58 z 46 0.81 0.66 1'-8" 1'-10 5/8' .091 - 1 1/4" .118 - 1 1/4" ------------------------------------------- BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports S @ Top Chord: 22'-11" ==> 0 Row(s) Minimum Deck (36 1 ) @ Bottom Chord: 28'-8 1/2" ==> 0 Row(s) Minimum Acc. to the code qually Spaced Bridging between Uplift Rows : No I lift according to slope I S S : CANAM Mark: TJ8 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 abrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle ,. ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 5 3 = at any panel point along the joist Chord: 1 = Top, 2 = Bottom 5nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 5 241 / 279 Area to Paint : 56.46 ft2 Material Sort : Cost 19(92) -79(92) -25-6/4-241(279) NNN,NTNN . . S S S S S S S S S 5 S S S S 5 5 S S S . 5 S S S S S 0 :€ CANAM Mark: J9 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 'Iark : J9 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE . i.- • • 1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1 • - 2.1 2.2 2.3 2.3 2.2 2.1 r - C- C- - N - W gi 0-31/4" EXTL:- 0-01/4" C/C: 22-7 3/4 CR: 0-23/4" EXTR: - 0-01/4" ESL: - 0'-0 1/4" ESR: - 0-01/4" --------------------------------------- -- LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED . OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- . 0 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips) [ft] [ft] 0-9 1/2 [deg] 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 3 1 Both No 0.52 0.52 0.69 0'-0" 0'-0" 3 1 90 0 02 1 Both No 0.25 0.25 0.00 0'-0 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 L) Live Load ................: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 ial Force Transf.By. : at left: Weld Plate at right: Weld Plate einforcement Type....: at left: C at right: C aring Depth [in] : at left: 5' at right: 511 plice [Yes/No] ..................: Yes Imposed Rows of Bridging Y/N..: No ad Load Factor With Seismic, SDS: 0.749 • • • *J"~- ow CANAM Mark :J9 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 ----------------------------------------- .------------------------------------------DEFLECTION ilowed deflection under live load ................= alculated deflection under service live load .....= 0.59 in (L/ 0.37 in (L/ 450) 716) ,llowed deflection under total load ...............= 1.11 in (L/ 240) alculated deflection under service total load = 0.54 in (L/ 496) ,oist inertia .....................................= 463.29 in4 equired camber ...................................= equired joist inertia ............................= 450.00 0.28 in in'4 5------------------------F 0 R C E S I N M E M B E R S [kips] 5 (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) 5 Left Reaction = 12.94/ -0.69 kips Right Reaction = 12.94/ -0.69 kips 5 REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. S Util. Length Weld-Ea.Side Remarks S 1.1 3Top chord .58 -22.66 LL 2.5 X .188 z 68 0.96 2'-11 5/8" S1.2 3.74 -21.70 do z 57 0.96 2'-4" 1.3 1.78 -33.55 do z 36 0.86 21 -0" 1.4 1.78 -33.55 do z 36 0.94 do 1.5 2.04 -38.23 LL 2.5 X .188 z 36 S 0.94 2'-0" Bottom Chord 2.1 0.00 0.00 LL 2.5 X .188 yy130 0.46 3'-7" S 22 27.13 -1.45 do yy123 2.3 37.00 -1.97 LL 2.5 X .188 yy123 0.63 0.68 3'-8 5/8" 4'-0" End Diagonal 3.1 23.42 -1.25 BR 1" yy150 0.99 3'-ll 1/2" .230 - 2 1/2 5 Diagonal Towards End 4.1 8.90 -0.68 U 1 x 1.1 x 0.118 z 72 04.2 4.72 -0.56 U 1 x 1.05 x 0.090 z 74 0.90 0.63 2'-10" 2'-10" .118 - 2 1/2" .090 - 1 3/4" Diagonal Towards Center .1 0.72 -11.49 d U 1 3/8 X 0.176 z 52 0.90 2'-7 5/8" .176 - 2 1/4" S 5.2 0.59 -5.68 U 1 x 1.2 x 0.136 z 67 0.98 2'-10" .136 - 1 1/2" Secondary Web Member 7.1 0.73 -4.28 U 1 x 1.05 x 0.090 z 54 0.96 2'-1 1/8" .090 - 1 5/8' 7.2 0.69 -3.54 U 1 x 0.8 x 0.090 z 71 .3 0.69 -3.56 U 1 x 0.8 x 0.090 z 71 0.89 0.90 21 -0" 2'-0" .091 - 1 3/8" .091 - 1 3/8" S------------------------------------------ BRIDGING aximum spacing between rows of bridging 5 @ Top Chord: 201 -1 1/2" ==> 1 Row(s) Minimum Lateral Supports Deck (3611 ) S @ Bottom Chord: 28'-4 3/4" ==> 1 Row(s) Minimum Acc. to the code @ Top Chord @ Bottom 46OSITION Chord 111 -3 7/8" 11'-3 7/8" Squally Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- 5 ,lift according to slope brication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar S *"CANAM Mark :J9 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle . CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) san: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension .. ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (amp): 0 = standard, 1 = non-composite 5roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 305 / 339 Area to Paint : 94.06 ft2 Material Sort : Cost 03(113)_103(113)_25_1O/6_305(339) NNN,NNN S S S S S S S S. .' S S S S S S S S S S S S S S S S S :€ CANAM Mark: TJ10 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/1 8 14:36:24 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) :4ark : TJ10 (MS 1" LH, Symmetrica1, Free ends) - - ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 10 10 10 - • • S 1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1 - 2.3 2.2 - 2.1 10 . - 0'-3jI4 IQ':P.]!1c '-7 cLP'i 3/4EXTR:-00 1/4" ESL: -O'-01/4" - - ESR: - 0-01/4 - -- - --------------------------------------- - LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED . OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- O 0 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] l 1 Both No 0.50 0.00 0.00 01 -0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 01 -0" 0'-0" 3 1 90 0 S END MOMENTS (ft-kip] & AXIAL LOADS[kips] S . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- --- L --- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 !I(L) (case 2) ............0.00 0.00 0.00 0.00 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 SD) Dead Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 16 E) 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 ia1 Force Transf.By. : at left: Weld Plate at right: Weld Plate Ieinforcement Type....: at left: C at right: C earing Depth [in] : at left: 5" at right: 5" Splice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 • 5 S CANA M Mark: TJ10 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 -------------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load 0.59 in (L/ 0.24 in (L/ 450) 1109) ,ilowed deflection under total load ...............= 1.11 in (L/ 240) alculated deflection under service total load = 0.35 in (L/ 756) .01st inertia .....................................= 683.50 in4 equired camber ...................................= 0.28 in equired joist inertia ............................= 675.00 in4 ------------------------- F 0 R C E S I N H E M B E R S [kips] S (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.32 in) Left Reaction = 12.42/ 0.00 kips Right Reaction = 12.42/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. IJtil. Length Weld-Ea.Side Remarks • Top Chord 1.1 3.63 -22.32 LL 3 X .25 z 57 0.54 2'-11 5/8" .1.2 3.79 -21.43 do - z 47 0.54 2'-4" 1.3 1.52 -32.97 do z 30 0.51 2'-0" 1.4 1.52 -32.97 do z 30 0.55 do 1.5 0.71 -37.16 LL 3 X .25 z 30 0.55 2'-0" Bottom Chord 52.1 0.00 0.00 LL 3 X .224 yy 82 0.31 0 2.2 26.37 0.00 do yy 82 2.3 35.97 0.00 LL 3 X .224 yy 82 0.43 0.46 3'-8 5/8' 4'-0" End Diagonal 103.1 22.70 0.00 BR 1" z 187 0.96 3'-11 1/2' .230 - 2 3/8" 5 Diagonal Towards End . 4.1 8.44 0.00 U 1 x 1.1 x 0.118 z 95 4.2 4.56 0.00 U 1 x 1.05 x 0.090 z 98 0.85 0.61 2'-10" 2'-10" .118 - 2 3/8" .090 - 1 3/4" Diagonal Towards Center 10 5.2 5.1 0.00 -11.01 d U 1 3/8 x 0.157 z 52 0.96 2'-7 5/8" .158 - 2 3/8" 0.00 -5.26 U 1 x 1.2 x 0.136 z 66 S 0.90 2'-10" .136 - 1 1/2" Secondary Web Member 7.1 0.00 -3.74 U 1 x 0.8 x 0.090 z 74 0.97 2'-1 1/8" .091 - 1 3/8" 0 7.2 0.00 -3.01 do z 70 7.3 0.00 -3.04 U 1 x 0.8 x 0.090 z 70 0.75 0.76 2'-O" 2'-0" .091 - 1 1/8" .091 - 1 1/8" ------------------------------------------- BRIDGING ------------------------------------------ aximum spacing between rows of bridging S @ Top Chord: 23'-0 3/4" ==> 1 Row(s) Minimum Lateral Supports Deck (3611 ) . @ Bottom Chord: 32'-5 3/8" ==> 1 Row(s) Minimum Acc. to the code @ Top Chord @ 46OSITION Bottom Chord 11'-3 7/8" 11'-3 7/8" qually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- S Splift according to slope abrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar S : CANAM Mark: TJIO Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 -U = 1 U profile, -UU = 2 13 profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension ., ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1% Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona (Production) 435 / 481 Area to Paint : 108.52 ft2 Material Sort : Cost 44(159)-144(159)-25-10/6-435(481) NNN,NNN S S S S S S S S S S S S S S S S S S :€ CANAM Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJJ-2015 (ASD) (rev 2017) vlark : Jil (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 10 10 10 C? C? N N • 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1 - • • . 2.1 2.2 - ...- ...2.2 2.1 -zt 10 s. N C? C? 9 C . 0'-31/4" EXTL: - 0'-01/4" C/C: 22'-73/4" CR:0'-23/4' EXTR: 0'-01/4 ESL:-O'-01/4' ESR: - 0'-01/4"- -------------------------------------- - - LOADING CONDITIONS ------------------------------------ SHOWN THE HOWN VALUES ARE UN-FACTORED S OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- 50 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 01 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-011 0'-0" 3 1 90 0 -------------------------- END MOMENTS [ft-kip] & AXIAL LOADS[kips] S MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- ---L--- ---R--- --- L --- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 ,L) Live Load ...............: 0.0.0 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 46E) 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 xial Force Transf.By.: at left: Weld Plate at right: Weld Plate ,einforcement Type....: at left: C at right: C earing Depth [in] : at left: 5" at right: 5" plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S • S CANAM Mark: J11 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 -------------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load .....= 0.59 in (Li 0.36 in (LI 450) 752) deflection under total load ...............= ,llowed 1.11 in (L/ 240) alculated deflection under service total load = 0.52 in (L/ 512) ,oist inertia .....................................= 463.29 in4 equired camber ...................................= 0.28 in equired joist inertia ............................= 450.00 in4 5------------------------F 0 R C E S I N M E M B E R S [kips] S (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: lit (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) 5 Left Reaction = 12.42/ 0.00 kips Right Reaction = 12.42/ 0.00 kips 5 REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks S 1.1 3Top Chord .58 -22.04 LL 2.5 X .188 z 68 0.94 2'-11 5/811 S1.2 3.74 -21.16 do z 57 0.94 2'-4" 1.3 1.51 -32.55 do z 36 0.84 2'-O" 01.4 1.51 -32.55 do z 36 0.91 do 1.5 0.70 -36.69 LL 2.5 X .188 z 36 S 0.91 2'-0" Bottom Chord 02 .1 0.00 0.00 LL 2.5 X .188 yy 94 0.44 3'-7" 26.04 0.00 do yy 94 02.2 0.61 3'-8 5/8" 2.3 35.51 0.00 LL 2.5 X .188 z 97 0.66 4'-0" End Diagonal 03.1 22.48 0.00 BR 1" z 187 0.95 3'-ll 1/2 .230 - 2 3/8' 5 Diagonal Towards End 4.1 8.38 0.00 U 1 x 1.1 x 0.118 z 96 04.2 4.53 0.00 U 1 x 1.05 x 0.090 z 99 0.85 0.60 2'-10" 2'-10" .118 .090 - 2 3/8" - 1 3/4" Diagonal Towards Center 5.1 0.00 -10.95 d U 1 3/8 X 0.176 z 52 • 0.85 21 -7 5/8" .176 - 2 1/8" 5.2 0.00 -5.23 U 1 x 1.2 x 0.136 z 67 . 0.90 2'-10" .136 - 1 1/2" Secondary Web Member 7.1 0.00 -3.73 U 1 x 1.05 x 0.090 z 54 0.84 21 -1 1/8" .090 - 1 3/8" S 7.2 0.00 -3.01 U 1 x 0.8 x 0.090 z 71 7.3 0.00 -3.04 U 1 x 0.8 x 0.090 z 71 0.76 0.77 2'-O" 2'-0" .091 .091 - 1 1/8" - 1 1/8' S------------------------------------------ BRIDGING ------------------------------------------ aximum spacing between rows of bridging 5 @ Top Chord: 20'-1 1/2" ==> 1 Row(s) Minimum Lateral Deck Supports (3611 ) S @ Bottom Chord: 28'-4 3/4" ==> 1 Row(s) Minimum Acc. to the code G OSITION @ Top Chord @ Bottom Chord ll'-3 7 /8" ll'-3 7/8" øqually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- 5 plift according to slope O abrication code unless noted 0 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar CANAM S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 -U = 1 U profile, -Till = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension .. ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (dsp): 0 = standard, 1 = non-composite 5roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 305 / 339 Area to Paint : 94.06 ft2 Material Sort : Cost 03(113)_103(1].3)_25_1O/6_305(339) NNN,NNN S S S S S S S S S S S S S S S S S S S S S S S S S S S S S CANAM Mark: TJ12 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 4ark : TJ12 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 10 10 10 -" 0 9 9 9 9 9 9 9 9 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 _i---- - . -------... -.. - --- .-, -.-.- -- 3 .- ') _' 0' .3 N. S / CM 2.1 21 23 2.4 2 - 2.6 W C? C? - 0-7' EXTL-O'-31/2" C/C: 22-73/4 CR: 0-31/2" EXTR: -0-01/4' ESL: - 0-3 1/2" ESR: -00l/4' --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 51 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-011 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 ,L) 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 S E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 Sxial Force Transf.By.: at left: Weld Plate at right: Weld Plate Ieinforcement Type....: at left: C at right: C earing Depth : at left: 5" at right: 5" • [in] plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No oead Load Factor With Seismic, SDS: 0.749 S 5 S :€CANAM Mark: TJ12 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ------------------------------------------DEFLECTION ----------------------------------------- ilowed deflection under live load ................= 0.59 in (L/ 450) alculated deflection under service live load .....= 0.23 in (L/ 1151) ,llowed deflection under total load ...............= 1.10 in (LI 240) alculated deflection under service total load = 0.34 in (L/ 784) ,oist inertia .....................................= 683.50 in4 equired camber ...................................= 0.28 in equired joist inertia ............................= 675.00 in4 --------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: lit (Fy = 50 Ksi U/N) (Eff. depth = 22.32 in) Left Reaction = 12.28/ 0.00 kips Right Reaction = 12.28/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 101.1 Top Chord 3.90 -20.98 LL 3 X .25 z 51 0.48 2'-8 3/811 .2 4.05 -20.14 W " do z 47 0.49 2'-4 1 .3 1.73 -31.94 do z 30 0.49 2'-O" 1.4 1.73 -31.94 do z 30 0.54 do 1.5 0.85 -36.32 1.6 0.85 -36.32 do do z 30 z 30 0.54 0.54 do do 1.7 1.62 -32.49 do z 30 0.54 do SI.8 1.62 -32.49 do z 30 0.50 2'-0" 1.9 3.84 -21.20 do z 47 0.54 2'-4" .10 3.68 -22.10 LL 3 X .25 z 57 0.54 2'-ll 5/8' Bottom Chord 0.00 0.00 LL 3 X .224 yy 81 0.30 3'-3 3/4" 2.2 25.00 0.00 34.92 0.00 do do yy 81 yy 81 0.42 0.45 3'-8 5/8' 4'-01- 2.4 35.25 0.00 do yy 81 0.45 4'-0" .5 25.98 0.00 do yy 81 0.42 3'-8 5/8' 0.00 0.00 LL 3 X .224 yy 81 0.31 3'-7-- End Diagonal 3.1 21.34 0.00 22.40 0.00 SR 1" SR 1" z 175 z 187 0.91 0.95 3'-8 3/4" 3'-ll 1/2" .230 - 2 .230 - 2 1/4" 3/8" Diagonal Towards End 8.66 0.00 IV4.1 U 1 x 1.1 x 0.118 z 95 0.88 2'-10" .118 - 2 1/2" .2 4.51 0.00 U 1 x 1.05 x 0.090 z 98 0.60 do .090 - 1 3/4" .3 4.51 -0.06 U 1 x 1.05 x 0.090 z 74 0.60 do .090 - 1 3/4" 4.4 8.23 0.00 U 1 x 1.1 x 0.118 z 95 0.83 2'-10" .118 - 2 3/8" Diagonal Towards Center 0.00 -11.21 d U 1 3/8 x 0.157 z 52 0.98 2'-7 5/8" .158 - 2 3/8" 5.2 0.00 -5.48 0.00 -5.05 U 1 x 1.2 x 0.136 U 1 x 1.2 x 0.136 z 66 z 66 0.94 0.86 2'-10" 2'-10" .136 - 1 .136 - 1 1/2" 1/211 0.00 -10.81 d U 1 3/8 x 0.157 z 52 0.94 2'-7 5/8" .158 - 2 3/8" Secondary Web Member 7.1 0.00 -3.58 0.00 -3.01 U 1 x 0.8 x 0.090 do z 74 z 70 0.93 0.75 2'-1 1/8" 2'-O' .091 - 1 .091 - 1 3/8" 1/8" 7.3 0.00 -3.03 0.00 -3.01 do do z 70 z 70 0.76 0.75 do 2'-0" do .091 - 1 1/8" 7.5 0.00 -3.74 U 1 x 0.8 x 0.090 z 74 0.97 2'-1 1/8' .091 - 1 3/8" CANAM S Project: T08608 SAN HAT CO-N LOT7 Mark: TJ12 (T08608) 01/11/1 8 14:36:24 ------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports 5 @ Top Chord: 23'-4" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 32'-8 5/8" ==> 1 Row(s) Minimum Acc. to the code . OSITION @ Top Chord @ Bottom Chord 11'-5 1/2" 11'-5 1/2" Squally Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- .plift according to slope abrication code unless noted 5 -LL = 2 angles short legs back to back, -DL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UIJ = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) san: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension .. ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (amp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 432 / 475 Area to Paint : 107.37 ft2 Material Sort : Cost 43(157)_143(157)_25_1O/6_432(475) NNN,NNN S S S S S S S S S S S S S S S S S S V~CANAM Mark: TJ13 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) VIark : TJ13 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 10 00 C- r- - C-- - E- 0 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 . . .1 4,11 - 2.1 2.2 2.3 2.4 2.5 - 2.6 .- a0 C-- C-- • - O'-T EXTL: - 0-3 1/2" c/c: 22-73/4" CR: 0'-7 EXTR: - 0'-31/2" - ESL: - O31/2" ESR:-03 1/2" ---------------------------------------- -LOADING CONDITIONS ------------------------------------ . ( THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1073.00 lb/ft 24LHSP1073/750 LIVE LOAD...: 750.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 (deg] 01 1 Both No 0.50 0.00 0.00 0'-O" 0'-0113 1 90 0 3 1 Both No 0.52 0.52 0.69 0'-011 0'-0' 3 1 90 0 1 Both No 0.25 0.25 0.00 0'0' 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ---L--- ---R--- ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 H) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 ial Force Transf.By. : at left: Weld Plate at right: Weld Plate einforcement Type.... : at left: C at right: C earing Depth [in] : at left: 5" at right: 5" [Yes/No] .................: Yes Imposed Rows of Bridging ,plice Y/N..: No ead Load Factor With Seismic, SDS: 0.749 • • 0 : Mark: TJ13 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 - ------------------------------------------ DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load .....= 0.58 in (L/ 0.23 in (L/ 450) 1112) deflection under ,liowed total load ................1.09 in (L/ 240) alculated deflection under service total load = 0.34 in (L/ 769) ,oist inertia .....................................= 683.50 in4 equired camber ...................................= 0.28 in equired joist inertia ............................= 675.00 in4 - ------------------------ F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......1' (Fy = 50 Ksi U/N) (Eff. depth = 22.32 in) Left Reaction = 12.93/ -0.69 kips Right Reaction = 12.93/ -0.69 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks •Top Chord 1.1 3.86 -21.71 LL 3 X .25 z 51 0.50 2'-8 3/8' *1.2 4.02 -20.77 do z 47 0.51 2'-4" 1.3 1.74 -33.05 do z 30 0.51 2'-0" l.4 1.74 -33.05 do z 30 0.56 do 1.5 2.01 -37.74 1.6 2.01 -37.74 0 do do z 30 z 30 0.56 0.56 do do 1.7 1.74 -33.05 01.8 1.74 -33.05 do do z 30 z 30 0.56 0.51 do 2'-0" 1.9 3.91 -21.38 . 1.10 3.71 -22.50 do z 47 0.51 2'-4" LL 3 X .25 z 51 0.51 2'-8 3/8" Bottom Chord 02.1 0.00 0.00 LL 3 X .224 yy114 0.31 3'-3 3/4" 0 2.2 26.23 -1.40 2.3 36.46 -1.95 do do yy107 yy107 0.43 0.47 3'-8 5/8" 41 -0" 2.4 36.46 -1.95 2.5 26.23 -1.40 do do yylO5 yy105 0.47 0.43 4'-0" 3'-6 3/4" 2.6 0.00 0.00 LL 3 X .224 yy112 0.31 3'-5 5/8" End Diagonal 3.1 22.43 -1.20 03.2 23.24 -1.24 BR 1" BR 1" yy140 yy145 0.95 0.99 3'-8 3/4" 3'-10 1/4" .230 - .230 - 2 3/8" 2 3/8" Diagonal Towards End 10 4.2 4.1 9.15 -0.69 4.74 -0.55 U 1 x 1.1 x 0.118 U 1 x 1.05 x 0.090 z 72 z 74 0.93 0.63 2'-10--.118 do - .090 - 2 5/8" 1 3/4" .4.3 4.74 -0.55 U 1 x 1.05 x 0.090 z 74 0.63 do .090 - 1 3/4" 4.4 9.15 -0.69 . U 1 x 1.1 x 0.118 z 72 0.93 2'-101-.118 - 2 5/8" Diagonal Towards Center 05.1 0.73 -11.81 d U 1 3/8 X 0.176 z 52 0.92 2'-7 5/8" .176 - 2 1/4' 5.2 0.60 -5.83 W5.3 0.60 -5.83 U 1 x 1.2 x 0.136 U 1 x 1.2 x 0.136 z 66 z 66 1.00 1.00 2'-10" 2'-10" .136 - .136 - 1 1/2" 1 1/2" 5.4 0.70 -11.34 d U 1 3/8 x 0.157 z 50 0.97 2'-6 1/2' .158 - 2 1/2" . Secondary Web Member 7.1 0.73 -4.20 07.2 0.69 -3.58 U 1 x 1.05 x 0.090 U 1 x 0.8 x 0.090 z 53 z 70 0.93 0.90 2'-1 1/8" 2'-0" .090 - .091 - 1 5/8" 1 3/8' 7.3 0.69 -3.61 0.69 -3.58 do U 1 x 0.8 x 0.090 z 70 z 70 0.90 0.90 do 2'-0" .091 - do 1 3/8" 7.5 0.75 -4.31 U 1 x 1.05 x 0.090 z 54 0.97 2'-1 3/4" .090 - 1 5/8" : CANAM Mark: TJ13 S Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 23'-4" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 32'-8 5/8" ==> 1 Row(s) Minimum Acc. to the code . OSITION @ Top Chord @ Bottom Chord 11'-3 7/8" 11'-3 7/8" qually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- lift according to slope abrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle S CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) san: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinitiori of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 428 / 471 Area to Paint : 106.62 ft2 Material Sort : Cost 42(156)-142(156)-25-10/6-428(471) NNN,NNN S S S S S S S S S S S S S S S S S S S S :€ CANAM Mark: J14 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 'Iark : J14 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE B 9 9 9 9 9 9 9 9 9 9 S 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 . -. -----.- -.---.--- . 4:) • - 2J 2.2 2.3 2.4 2.5 2.6 23 71 L3L4_EXTL: 0'-2 3/4"---C/C: 23'-0"- CR:--O'-3"____EXTR: 023/4" ESL: 023/4" ESR: 0'-23/4"- --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 Both No 0.50 0.00 0.00 0 1 -0" 01 -0" 3 1 90 0 3 1 Both No 0.24 0.24 0.32 01 -0" 0'-0" 02 3 1 90 0 1 Both No 0.25 0.25 0.00 01 -0" 0'-0" 3 1 90 0 S-------------------------- END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 SL) 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 ,U) Dead Load ...............: 0.00 0.00 0.00 0.00 . 0.00 0.00 E) Seism (case 1) ..........: 0.00 0.00 -6.84 6.84 0.00 0.00 (case 2) ..........: 0.00 0.00 6.84 -6.84 0.00 0.00 'qxial Force Transf.By.: at left: Weld Plate . at right: Strut einforcement Type... . : at left: C at right: 5 [4] Waring Depth [in): at left: 5" at right: 5" [Yes/No] .................: Yes Imposed Rows of Bridging Gplice Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S S S CANAM Mark: J14 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 DEFLECTION ----------------------------------------- .------------------------------------------ liowed deflection under liVe load ................= 0.52 in (L/ 450) alculated deflection under service live load .....= 0.42 in (L/ 658) deflection under ,liLowed total load ...............= 1.16 in (LI 240) alculated deflection under service total load = 0.61 in (L/ 452) ,oist inertia .....................................= 463.29 in'4 equired camber ...................................= 0.29 in equired joist inertia ............................= 450.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......1" (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 13.11/ -0.32 kips Right Reaction = 13.11/ -0.32 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks • Top Chord 1.1 3.61 -22.89 LL 2.5 X .188 z 46 0.66 2'-0 3/4" . 1.2 3.85 -21.66 do z 40 0.74 1.3 2.00 -30.26 01.4 2.00 -30.26 do do z 36 z 36 0.80 0.95 2'-0" do 1.5 0.95 -39.01 01.6 0.95 -39.01 do do z 36 z 36 0.95 0.97 do do 1.7 0.95 -39.01 01.8 0.95 -39.01 do do z 36 z 36 0.97 0.95 do do 1.9 1.21 -29.67 1.10 1.21 -29.67 do z 36 0.95 do do z 36 0.79 2'-0" 101.11 2.76 -20.84 do z 40 0.73 11 -8" 1.12 0.50 -20.62 . LL 2.5 X .188 z 46 0.62 2'-0 3/4" Bottom Chord 02.1 0.00 0.00 LL 2.5 X .188 z 78 0.36 3'-4 3/4" 2.2 20.96 -0.51 02.3 35.40 -0.86 do do yy 66 z 87 0.60 0.69 2'-4" 4'-0" 02.4 40.21 -0.98 do z 87 0.74 do 2.5 35.40 -0.86 do z 87 0.69 4'-0" 02.6 20.96 -0.51 do yy 66 0.60 21 -4" 0 2.7 0.00 0.00 LL 2.5 X .188 z 78 0.36 31 -4 3/4" End Diagonal 03.1 23.87 -0.58 1" SQUARE EAR yy124 0.80 3'-9 5/8" .250 - 3 1/4" 3.2 23.87 -0.58 1" SQUARE EAR yy124 0.80 3'-9 5/8" .250 - 3 1/4" . Diagonal Towards End 4.1 11.79 -0.35 d 04 .2 5.43 -0.27 U 1 3/8 x 0.157 U 1 x 1.05 x 0.090 z 56 z 74 0.68 0.72 2'-10" do .158 - 2 .090 - 1/2' 2" 4.3 5.43 -0.27 4.4 11.79 -0.35 d U 1 x 1.05x 0.090 U 1 3/8 x 0.157 z 74 z 56 0.72 0.68 do 2'-10" .090 - .158 - 2 2" 1/2" Diagonal Towards Center 0.27 -10.25 d 05.1 U 1 3/8 x 0.157 z 39 0.80 2-0 3/8" .158 - 2 1/4" 5.2 0.31 -8.61 d U 1 3/8 x 0.136 z 57 0.96 2'-10" .136 - 2 1/8" 5.3 0.24 -4.78 U 1 x 1.1 x 0.118 z 72 1.00 do .118 - 1 1/2" 5.4 0.24 -4.78 105.5 0.31 -8.61 d U 1 x 1.1 x 0.118 U 1 3/8 x 0.136 z 72 z 57 1.00 0.96 do 2'-10" .118 - 1 .136 - 2 1/2" 1/8" 5.6 0.27 -10.25 d U 1 3/8 x 0.157 z 39 0.80 2'-0 3/8" .158 - 2 1/4" CANAM Mark: J14 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 : FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member . 7.1 0.39 -3.62 U 1 x 1.1 x 0.118 z 60 0.65 2'-4 7/8' .118 - 1" 7.2 0.32 -3.24 U 1 x 0.8 x 0.090 z 71 0.82 21 -0" .091 - 1 1/4" •• 0.32 -3.29 do z 71 0.83 do do 7.4 0.32 -3.29 do z 71 0.83 do do 7.5 0.32 -3.24 U 1 x 0.8 x 0.090 z 71 0.82 2'-0" .091 - 1 1/411 7.6 1.43 -4.54 U 1 x 1.1 x 0.118 z 60 0.82 2'-4 7/8" .118 - 1 1/4' . Strut TR2 7.00 -7.00 1" SQUARE BAR 0.34 0 --------------------------------------- - ---- ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 19'-9 1/4" ==> 1 Row(s) Minimum Deck (3611 ) © Bottom Chord: 28'-1 3/4" ==> 3 Row(s) Minimum Acc. to the code . OSITION © Top Chord © Bottom Chord 31 -2" 19' -10" : qually Spaced Bridging between Uplift Rows : No • lift according to slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, . -CL = Crimped angle WNCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) an: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Iide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (amp): 0 = standard, 1 = non-composite oject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] . 343 / 374 Area to Paint : 102.00 ft2 Material Sort : Cost This mark has been edited 14(124)_114(124)_25_12/7_343(374) NNN,NNN S S . • S S S S S *" CANAM Mark: J15 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) :4ark : J15 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE zt • 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 111 1.12 ci '1 • ?, cli S 2.1 2.2 2.3 2.4 2.5 2.6 2.7 .- - . ) O L:023/4 EXTL: -0-01/4" C/C: 23-0" CR: 0'-3"EXTR: 0 -23/4" ESL:-0'-01/4"ESR:0'-23/4" - --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- . 0 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips) [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 51 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 3 1 Both No 0.52 0.52 0.69 0'-0" 01 -0" 3 1 90 0 52 1 Both No 0.25 0.29 0.00 0,-0,' 0,-011 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS 5 <<< Top Chord >>> << Bottom Chord >> ---R--- --- L --- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 L) Live Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ID) Dead Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 ial Force Transf.By. : at left: Weld Plate at right: Strut einforcement Type....: at left: C at right: S [4] earing Depth [in] : at left: 5" at right: 5" [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No Cad ead Load Factor With Seismic, SDS: 0.749 • • • *"CANAM Mark: J15 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 ------------------------------------------- DEFLECTION ----------------------------------------- llowed deflection under alculated deflection under live load ................= service live load .....= 0.61 in (L/ 0.41 in (L/ 450) 662) deflection under ,ilowed total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.60 in (L/ 458) .01st Inertia .....................................= 463.29 in4 equired camber ...................................= 0.29 in Sequired joist inertia ............................= 450.00 in'4 - ------------------------ F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......: in (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 13.25/ -0.69 kips Right Reaction = 13.25/ -0.69 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks •Top Chord 1.1 3.56 -21.61 LL 2.5 X .188 z 40 0.59 l'-9 3/4" S1.2 3.78 -20.44 do z 40 0.73 1.3 1.91 -29.38 do z 36 0.78 2'-0" S1.4 1.91 -29.38 do z 36 0.95 do 1.5 2.02 -38.84 1.6 2.02 -38.84 do do z 36 z 36 0.95 0.97 do do 1.7 2.04 -39.15 S1.8 2.04 -39.15 do do z 36 z 36 0.97 0.96 do do 1 .9 1.54 -29.61 do z 36 0.95 do W.10 1.54 -29.61 do z 36 0.79 2'-0" W.11 2.52 -20.74 do z 40 0.72 11-81, 112 1.08 -20.83 Bottom Chord 0.00 0.00 LL 2.5 X .188 LL 2.5 X .188 z 46 yy142 0.62 0.34 2'-O 3/4" 3'-1 3/4" 2.2 19.93 -1.04 do yy134 0.60 2'-4" W2.3 34.99 -1.82 do yy134 0.69 4'-0" 0 2.4 40.22 -2.09 2.5 35.61 -1.85 do do yy134 yy131 0.74 0.69 do 4'-O" 2.6 21.16 -1.10 do yy130 0.61 2'-4" 2.7 0.00 0.00 S End Diagonal 23.01 -1.20 LL 2.5 X .188 BR 1" yy138 yy135 0.36 0.98 3'-4 3/4' 3'-7" .230 - 2 3/8" 3.2 24.12 -1.26 1" SQUARE BAR yy124 0.80 3'-9 5/8" .25.0 - 3 1/4" Diagonal Towards End 4.1 12.31 -0.77 d U 1 3/8 x 0.157 z 56 0.71 2'-10" .158 - 2 5/8" S4 .2 5.87 -0.60 U 1 x 1.05 x 0.090 z 74 0.78 do .090 - 2 1/4" 4.3 5.47 -0.59 4.4 11.91 -0.76 d U 1 x 1.05 x 0.090 U 1 3/8 x 0.157 z 74 z 56 0.73 0.68 do 2'-10" .090 - .158 - 2 2" 1/2" 5 Diagonal Towards Center 5.1 0.60 -10.64 d .2 0.68 -9.09 d U 1 3/8 X 0.176 U 1 3/8 x 0.157 z 39 z 56 0.74 0.83 2'-0 3/8" 2'-10' .176 - .158 - 2" 2" .3 0.51 -4.83 U 1 x 1.2 x 0.136 z 67 0.83 do .136 - 1 1/2" 5.4 0.63 -4.83 0.67 -8.69 d U 1 x 1.2 x 0.136 U 1 3/8 x 0.157 z 67 z 56 0.83 0.79 do 2'-10" .136 - 1 .158 - 1 .176 - 1/2' 7/8" S 5.6 0.59 -10.36 d U 1 3/8 X 0.176 z 39 0.72 2'-0 3/8' 2" S S S :€ CANAM Mark: J15 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] S REQUIRED MATERIAL 5 REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member S7.1 0.85 -3.80 U 1 x 1.1 x 0.118 z 60 0.69 21 -4 7/8 .118 - 1 1/8" 7.2 0.69 -3.52 U 1 x 0.8 x 0.090 z 71 0.89 21 -0" .091 - 1 1/4" 7.3 0.69 -3.57 do z 71 0.90 do -.091 - 1 3/8' 7.4 0.69 -3.57 do z 71 0.90 do 7.5 0.69 -3.52 U 1 x 0.8 x 0.090 z 71 0.89 2'-0" .091 - 1 3/8' .091 - 1 1/411 7.6 1.34 -4.74 U 1 x 1.1 x 0.118 z 60 0.86 2'-4 7/8" .118 - 1 3/8" . Strut ------ TR2 6.68 -6.68 1" SQUARE BAR 0.33 ------------- -- ---- ---- ..------ BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports 5 @ Top Chord: 20'-0 5/8' ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-4 3/4" ==> 1 Row(s) Minimum Acc. to the code . OSITION @ Top Chord @ Bottom Chord 11'-7 1/2" 11'-7 1/2" Iqually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- .plift according to slope abrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UTJ = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) san: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension .ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): .3 = at any panel point along the joist hord: 1% Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (np): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] S 342 / 372 Area to Paint : 101.02 ft2 Material Sort : Cost This mark has been edited 14(124)_114(124)_25_12/7_342(372) NNN,NNN S S S S S S S S S S S :€ CANAM Mark: TJ16 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:24 S Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 4ark : TJ16 (MS 1" LH, Asymmetrical,, Free ends) aligned on J15 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE r 9 • - 0 2 : 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 2.1 2.2 23 2.4 2.5 2.6 23 L:O'3i/2" EXTL: - 0 -01/4 C/C: 23 -0 CR: 0 -3' EXTR: 0'-2 3/4" ESL:-O'-01/4 ESR: 0'-23/4 --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 01 1 Both No 0.50 0.00 0.00 0,-0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> I ---L--- ---R--- ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 S (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 . E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 cial Force Transf.By.: at left: Weld Plate at right: Seat ,einforcement Type....: at left: C at right: C [0] earing Depth [in] : at left: 5" at right: 5" p lice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No 4e ad Load Factor With Seismic, SDS: 0.749 :€ CA N A M Mark: TJ16 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 - ------------------------------------------ DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load .....= 0.61 in (L/ 0.26 in (L/ 450) 1036) deflection under Illowed total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.39 in (L/ 707) .01st inertia .....................................= 691.25 in'4 equired camber ...................................= 0.29 In ,equired joist inertia ............................= 675.00 in4 inimum Thickness [in] = Top = .26 Web= Bot = Rods= S------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.43 in) Left Reaction = 12.73/ 0.00 kips Right Reaction = 12.73/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks .Top Chord 1.1 3.78 -21.35 LL 3 X .281 z 33 0.31 1'-9 3/4" l.2 4.00 -20.22 do z 34 0.39 l'-8" 1.3 2.26 -29.02 1.4 2.26 -29.02 0 do do z 30 z 30 0.42 0.50 2'-O" do 1.5 0.59 -37.62 01.6 0.59 -37.62 do do z 30 z 30 0.50 0.51 do do 1.7 0.54 -37.92 1.8 0.54 -37.92 do z 30 0.51 do do z 30 0.50 do 401.9 2.11 -29.78 do z 30 0.50 do 1.10 2.11 -29.78 01.11 3.79 -21.28 do do z 30 z 34 0.42 0.53 2'-01- 01.12 3.55 -22.50 LL 3 X .281 z 39 0.99 2'-0 3/4" Bottom Chord 02.1 0.00 0.00 LL 2.5 X .25 yy 95 0.25 3'-1 3/4" 19.30 0.00 02.2 . do yy 95 0.44 21 -4" 2.3 33.89 0.00 do z 98 0.50 4'-0" 02.4 38.96 0.00 do z 98 0.55 do 2.5 34.49 0.00 2.6 20.49 0.00 0 do do z 98 yy 95 0.50 0.45 4'-O" 2'-4" 2.7 0.00 0.00 LL 2.5 X .25 yy 95 0.27 3'-4 3/4" .End Diagonal 3.1 22.24 0.00 BR 1" z 169 0.94 3'-7" .230 - 2 3/8" 53.2 25.86 -2.54 1" SQUARE BAR yy124 0.86 31 -9 5/8" .250 - 3 1/2" Diagonal Towards End 4.1 11.78 0.00 d 5.45 0.00 U 1 3/8 x 0.157 U 1 x 1.05 x 0.090 z 74 z 99 0.68 0.72 2'-10" do .158 - 2 .090 - 1/2" 2" 4.3 5.05 0.00 04.4 11.38 0.00 d U 1 x 1.05 x 0.090 U 1 3/8 x 0.157 z 99 z 74 0.67 0.65 do 2'-10" .090 - 1 .158 - 2 7/8" 1/2" Diagonal Towards Center 05.1 0.00 -10.19 d U 1 3/8 x 0.157 z 39 0.79 21 -0 3/8" .158 - 2 1/4" 5.2 0.00 -8.61 d 0.00 -4.66 U 1 3/8 x 0.136 U 1 x 1.1 x 0.118 z 57 z 72 0.96 0.97 2'-10" do .136 - 2 .118 - 1 1/8" 1/2" 5.4 0.06 -4.66 0.00 -8.22 d U 1 x 1.1 x 0.118 U 1 3/8 x 0.136 z 72 z 57 0.97 0.92 do 2'-10" .118 - 1 .136 - 1/2" 2" 5.6 0.00 -9.91 d U 1 3/8 x 0.157 z 39 0.77 2'-0 3/8" .158 - 2 1/8" CANAM Mark: TJ16 Project: T08608 SAN HAT CO-N LOT7 S (T08608) 01/11/18 14:36:24 S FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. tJtil. Length Weld-Ea.Side Remarks S Secondary Web Member S7.1 0.00 -3.17 U 1 x 1.1 x 0.118 z 60 0.57 2'-4 7/8" .118 - 1" 7.2 0.00 -2.99 U 1 x 0.8 x 0.090 z 70 0.75 21 -0" .091 - 1 1/8" •• 0.00 -3.04 do z 70 0.76 do do 7.4 0.00 -3.04 do z 70 0.76 do do •• 0.00 -3.00 U 1 x 0.8 x 0.090 z 70 0.75 2'-0" .091 - 1 1/8" S 7.6 1.56 -4.90 U 1 x 1.1 x 0.118 z 60 0.88 2'-4 7/8" .118 - 1 3/8" -------------------------------------------BRIDGING ------------------------------------------ , aximum spacing between rows of bridging Lateral Supports Top Chord: 23'-l" ==> 1 Row(s) Minimum Deck (3611 ) 5 @ Bottom Chord: 28'-8 1/4" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 11'-7 1/2" 11'-7 1/2" qually Spaced Bridging between Uplift Rows : No S------------------------------------------------------------------------------------vl 4 1.0 plift according to elope Fabrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle LOADS (* indicates that the conc. load is not directly on the panel point.) p NCENTRATED an: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension de: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 5 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp) : 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 481 / 521 Area to Paint : 108.46 ft2 Material Sort : Cost 61(174)_161(174)_25-12/7_481(521) N1IN,NNN S S S S S S S S S . * S S S S Mark: J17 CANAM. Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 4ark : J17 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 ..i__---.------......---... ... : . 2.1 2.2 2.3 2.4 2.5 2.6 2.7 - W -r uO'23/4" EXTL: - 0-0 1/4" C/C: 23-0" CR: 0 -3 EXTP023/4"ESL: :-QJL_iP'3/4" .. --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTTED LOADS (From Axis) ------------------------------- Wo Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft) [ft] 0-9 1/2 [deg] l 1 Both No 0.50 0.00 0.00 0'-0" 01 -0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] S MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- ---L--- ---R--- --- L --- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ........... 0.00 0.00 0.00 0.00 0.00 0.00 IL)Live Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 I E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) .......... : 0.00 0.00 6.52 -6.52 0.00 0.00 xial Force Transf.By. : at left: Weld Plate at right: Strut Ieinforcement Type .....at left: C at right: 5 [4] earing Depth [in] : at left: 5" at right: 5" Splice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S S 0 :€ CANAM Mark: J17 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 ------------------------------------------DEFLECTION ----------------------------------------- liowed deflection under live load ................= 0.61 in (L/ 450) alculated deflection under service live load .....= 0.40 in (L/ 694) deflection under ,llowed total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.58 in (L/ 474) ,oist inertia .....................................= 463.29 in4 equired camber ...................................= 0.29 in equired joist inertia ............................= 450.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] S (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: in (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 12.73/ 0.00 kips Right Reaction = 12.73/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 01.1 Top Chord 3.56 -21.04 LL 2.5 X .188 z 40 0.58 1'-9 3/4" .2 3.78 -19.92 do z 40 0.72 1.3 1.91 -28.53 do z 36 0.77 2'-O 1.4 1.91 -28.53 do z 36 0.92 do 1.5 0.00 -37.31 1.6 0.00 -37.31 do do z 36 z 36 0.92 0.94 do do 1.7 0.00 -37.61 do z 36 0.94 do 0.00 -37.61 do z 36 0.93 do 1.9 1.00 -28.72 do z 36 0.92 do .10 1.00 -28.72 do z 36 0.78 2'-0" - .11 2.52 -20.18 do z 40 0.71 11 -81. 1.12 0.00 -20.01 . LL 2.5 X .188 z 46 0.61 2'-0 3/4" Bottom Chord 0.00 0.00 LL 2.5 X .188 yy 96 0.33 3'-1 3/4" 2.2 19.15 0.00 do yy 96 0:57 2'-4" .3 33.62 0.00 do z 97 0.66 41 -0" I.4 38.64 0.00 do z 97 0.71 do .5 34.21 0.00 do z 97 0.66 4'-0" 20.33 0.00 do yy 96 0.58 21 -4" 2.7 0.00 0.00 . LL 2.5 X .188 yy 96 0.35 3'-4 3/4" End Diagonal 22.11 0.00 BR 1" z 169 0.94 31 -7" .230 - 2 1/4" 3.2 23.17 0.00 1" SQUARE BAR z 155 0.77 3'-9 5/8" .250 - 3 1/8" Diagonal Towards End 4.1 11.73 0.00 d U 1 3/8 x 0.157 z 75 0.67 2'-10" .158 - 2 1/2" 5.42 0.00 U 1 x 1.05 x 0.090 z 99 0.72 do .090 - 2" 4.3 5.03 0.00 11.33 0.00 d U 1 x 1.05 x 0.090 U 1 3/8 x 0.157 z 99 z 75 0.67 0.65 do 2'-10" .090 .158 - 1 7/8" - 2 1/2" S Diagonal Towards Center 0.00 -10.18 d ,.1 U 1 3/8 X 0.176 z 39 0.71 2'-0 3/8" .176 - 2 " .2 0.00 -8.58 d U 1 3/8 x 0.157 z 56 0.78 2'-10" .158 - 1 7/8" .3 0.04 -4.64 U 1 x 1.2 x 0.136 z 67 0.80 do .136 - 1 1/2" 5.4 0.14 -4.64 0.00 -8.18 d U 1 x 1.2 x 0.136 U 1 3/8 x 0.157 z 67 z 56 0.80 0.75 do 2'-10" .136 .158 - 1 1/2" - 1 3/4" 5.6 0.00 -9.91 d U 1 3/8 X 0.176 z 39 0.69 21 -0 3/8" .176 - 1 7/8" :G CANAM Mark: J17 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] . REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member . 7.1 0.00. -3.16 U 1 x 1.1 x 0.118 z 60 0.57 2'-4 7/8" .118 - 1" 7.2 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 2'-0" .091 - 1 1/8' •• 0.00 -3.04 do z 71 0.77 do do 0.00 -3.04 do z 71 0.77 do do 0 7.4 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 21 -0" .091 - 1 1/8" 7.6 1.34 -4.25 U 1 x 1.1 x 0.118 z 60 0.77 21 -4 7/8" .118 - 1 1/4" . Strut TR2 6.68 -6.68 1" SQUARE BAR 0.33 -------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 201 -0 5/811 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-4 3/4" ==> 1 Row(s) Minimum Acc. to the code . OSITION @ Top Chord @ Bottom Chord 11'-7 1/2' 111 -7 1/2" qually Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vl.41.0 0plift according to slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -1311 = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension I'de: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): I 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom nclination (Incl .): 90 = Vertical, 0 = Horizontal Composite (amp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] . 342 / 372 Area to Paint : 101.02 ft2 Material Sort : Cost This mark has been edited 14(124)_114(124)_25_12/7_342(372) NNN,NN S S S S S S S :i CANAM Mark: TJ18 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 qF Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) :ark : T J18 (MS 1" LH, Asymmetrical,, Free ends) : ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE LI 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 cli C14 2.1 - 2.2 2.3 2.4 2.5 2.6 2.7 - W - - - - . OL 5' 0-31/2 EXTL:-O'-0I/4 C/023'-O" CR: 0-7 EXTR:-0'-31/2" ESL:-O'-0I/4" ESR: - O'-31/2" . -------------------------------------- SHOWN - - LOADING CONDITIONS ------------------------------------ THE HOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 01 1 Both No 0.50 0.00 0.00 0'-011 0'-O" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0 0'-01'3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> Ilk ---L--- ---R--- --- L - ---- ---R--- --- L --- Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 SE) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 cial Force Transf.By. : at left: Weld Plate at right: Weld Plate tinforcement Type....: at left: C at right: C earing Depth [in] : at left: 5" at right: 5" lice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 • • 0 €CANAM . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 -------------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load ................= alculated deflection under service live load .....= 0.60 in (L/ 0.24 in (LI 450) 1097) deflection under Sllowed total load ...............= 1.12 in (LI 240) alculated deflection under service total load = 0.36 in •(L/ 748) ,oist inertia .....................................= 683.50 in4 equired camber ...................................= 0.28 in equired joist inertia ............................= 675.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......1" (Fy = 50 Ksi U/N) (Eff. depth = 22.32 in) Left Reaction = 12.46/ 0.00 kips Right Reaction = 12.46/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks •Top Chord 1.1 3.88 -21.08 LL 3 X .25 z 33 0.34 l'-9 3/4" *1.2 4.10 -19.94 do z 34 0.43 1.3 2.41 -28.48 do z 30 0.46 2-O" ' 1.4 2.41 -28.48 do z 30 0.54 do 1.5 0.84 -36.41 1.6 0.84 -36.41 do do z 30 z 30 0.54 0.55 do do 1.7 0.90 -36.13 01.8 0.90 -36.13 do do z 30 z 30 0.55 0.54 do do 2.58 -27.65 W.9 do z 30 0.54 do .10 2.58 -27.65 do z 30 0.45 2'-0" . 1.11 4.33 -18.78 do z 34 0.42 1'-8" 1.12 4.12 -19.83 . Bottom Chord 02.1 0.00 0.00 LL 3 X .25 LL 3 X .224 z 28 yy 82 0.31 0.22 1'-6 1/2' 3'-1 3/4" 2.2 18.90 0.00 02.3 32.96 0.00 do do yy 82 yy 83 0.39 0.45 21 -4" 4'-0" 02.4 37.43 0.00 do yy 83 0.48 do 2.5 32.31 0.00 do yy 83 0.45 4'-0" 2.6 17.60 0.00 • do yy 82 0.38 2'-4" 2.7 0.00 0.00 LL 3 X .224 yy 82 0.21 2'-10 1/2" End Diagonal 03.1 21.79 0.00 BR 1" z 169 0.93 3'-7" .230 - 2 1/4" 3.2 20.66 0.00 BR 15/16 z 168 1.00 3'-4 3/8" .223 - 2 1/4" . Diagonal Towards End 4.1 11.40 0.00 d U 1 3/8 x 0.157 z 74 0.66 2'-10" .158 - 2 1/2" 04.2 5.05 0.00 U 1 x 1.05 x 0.090 z 98 0.67 do .090 - 1 7/8" 4.3 5.48 0.00 4.4 11.83 0.00 d U 1 x 1.05x 0.090 U 1 3/8 x 0.157 z 98 z 74 0.73 0.68 do 2'-10" .090 - .158 - 2 2" 1/2" Diagonal Towards Center 0.00 -9.91 d 05.1 U 1 3/8 x 0.157 z 39 0.77 2'-0 3/8" .158 - 2 1/8" 5.2 0.00 -8.22 d U 1 3/8 x 0.136 z 57 0.92 2'-10" .136 - 2" 10 5.4 5.3 0.06 -4.57 U 1 x 1.1 x 0.118 z 72 0.95 do .118 - 1 1/2" 0.00 -4.57 05.5 0.00 -8.65 d U 1 x 1.1 x 0.118 U 1 3/8 x 0.136 z 72 z 57 0.95 0.96 do 2'-10" .118 - 1 .136 - 2 1/2" 1/8" 5.6 0.00 -10.21 d U 1 3/8 x 0.157 z 39 0.79 21 -0 3/8" .158 - 2 1/4" :€ CA N AM Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:25 FORCES IN MEMBERS (Cont.) [kips] . REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member . 7.1 0.00 -3.17 U 1 x 0.8 x 0.090 z 86 0.95 2'-4 7/8" .091 - 1 1/8" 7.2 0.00 -2.99 do z 70 0.75 21 -0" do 07.3 0.00 -3.03 do z 70 0.76 do do 0.00 -3.03 do z 70 0.76 do do 0 7.4 0.00 -2.99 do z 70 0.75 2'-0" do .7.6 0.00 -2.99 U 1 x 0.8 x 0.090 z 86 0.89 2'-4 7/8" .091 - 1 1/8 -------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 22'-9 1/2" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 32'-5 3/8" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord . 11'-4 3/8" 11'-4 3/8 11 ua11Y Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- lift according to slope vl.41. 0 abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle p NCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Omp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasrnin Vicente Shop: Buckeye Arizona [Production] 456 / 491 Area to Paint : 113.08 ft2 Material Sort : Cost 052(164)_152(164)_25_12/7_456(491) NNN,NNN • S • • • • • • . S S S S 0 :CA N A M Mark: J19 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) ark : J19 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE • . C C C C C C C 00 C C 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 LII 1.12 1.13 • - . .1 CM 21 22 2.3 2.4 25 2.6 2.7 L. -0'-5" EXTL 0'-31/2" c/c: 23'-0" CR: 0'-5" EXJj 9'-2 3/4" ESL: 01" ESR: 0'-]" --------------------------------------- -LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft -------------------------------------------EXTENSION ----------------------------------------- ,cx-L 0'-2 1/2" Type F[S] Shoe = 5.00 Mf = -0.023 ft-kip (0.412) L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 I= 1.09 in''4 Cai.D. LL = L/ 9999 = 0.00 TL = L/ -473 = -0.01 cx-R 01 -1 3/4" Type F[S] Shoe = 5.00 Mf = -0.011 ft-kip (0.362) 4V = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 = 1.09 in"4 Ca1.D. LL = L/ 9999 = 0.00 TL = L/ -472 = 0.00 ---------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- o Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp • [kips] [kips] [kips] [ft] [ftl 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 0,-0,' 0,-01' 3 1 90 0 02 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 • S S S S S S S :€ CANAM Mark: J19 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 END MOMENTS [ft-kip] & AXIAL LOADSEkips] MOMENTS <<< AXIAL LOADS Top Chord >>> << Bottom Chord >> ---L--- ---R--- W) Wind (case 1) ...........: 0.00 0.00 --- L --- ---R--- ---L--- 0.00 0.00 0.00 0.00 2) ...........: 0.00 '(case 0.00 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 (E) Seism (case 1) ...........0.00 (case 2) ..........: 0.00 0.00 0.00 -6.52 6.52 0.00 6.52 -6.52 0.00 0.00 0.00 Vial Force Transf.By. : at left: Weld Plate at right: Strut ,einforcement Type .....at left: 6 [0] at right: S [0] earing Depth [in] : at left: 5 at right: 5" Ipuce [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 :--------DEFLECTION ----------------------------------------- ,llowed deflection under live load ................= 0.61 in (L/ 450) alculated deflection under service live load .....= 0.39 in (L/ 698) ,llowed deflection under total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.58 in (L/ 476) ,oist inertia .....................................= 463.29 in4 equired camber ...................................= equired joist inertia ............................= 0.29 in 450.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 12.93/ 0.00 kips Right Reaction = 12.87/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.0 0.00 0.00 LL 2.5 X .188 z 5 0.41 0'-2 1/2" 1.i 3.47 -21.48 do z 42 0.61 l'-ii" 1.2 3.70 -20.32 do S1.3 1.85 -28.79 do z 40 z 36 0.72 0.78 21 -0" 1.4 1.85 -28.79 do Sl.5 0.00 -37.33 do z 36 z 36 0.92 0.92 do do 1.6 0.00 -37.33 do z 36 0.94 do .7 0.00 -37.33 do z 36 0.94 do 0.8 0.00 -37.33 do z 36 0.92 do 19 1.09 -28.22 do z 36 0.92 do 1.10 1.09 -28.22 do z 36 0.76 2'-01- 1.11 2.64 -19.53 do 1.12 0.00 -19.21 do z 40 z 42 0.71 0.57 11 -8" 1'-11" 1.13 0.00 0.00 LL 2.5 X .188 z 4 0.36 0,-1 3/4" .Bottom Chord .1 0.00 0.00 LL 2.5 X .188 yy 96 0.33 3'-3" W 2 19.60 0.00 do yy 96 0.58 21 -4" 2.3 33.78 0.00 do 38.51 0.00 do z 97 z 97 0.66 0.71 4'-0" do 2.5 33.78 0.00 do 19.60 0.00 do z 97 yy 96 0.66 0.58 4'-0" 2'-4" 2.7 0.00 0.00 LL 2.5 X .188 yy 96 0.33 3'-3" :€ CANAM Mark: J19 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL 5 REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks End Diagonal . 3.1 22.51 0.00 BR 1" z 173 0.96 3'-8 1/8 .230 - 2 3/8 22.51 0.00 BR 111 z 173 0.96 3'-8 1/8 .230 - 2 3/811 S 3.2 Diagonal Towards End 04.1 11.53 0.00 d 13 1 3/8 x 0.157 z 75 0.66 2'-10" .158 - 2 1/2" 4.2 5.23 0.00 U 1 x 1.05 x 0.090 z 04.3 99 0.70 do .090 - 2 5.23 0.00 U 1 x 1.05 x 0.090 z 99 0.70 do .090 - 2" 4.4 11.53 0.00 d U 1 3/8 x 0.157 z 75 0.66 2'-10" .158 - 2 1/2' 5 Diagonal Towards Center 0.00 -10.05 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8" .158 - 2 1/8" 0 5.1 5.2 0.00 -8.38 d U 1 3/8 x 0.136 z 57 0.94 2'-10" .136 - 2 1/8" 5.3 0.08 -4.71 U 1 x 1.1 x 0.118 z 554 72 0.99 do .118 - 1 1/2" 0.08 -4.71 U 1 x 1.1 x 0.118 z 72 0.99 do .118 - 1 1/2" 0.00 -8.38 d U 1 3/8 x 0.136 z .5.5 57 0.94 2'-10" .136 - 2 1/8" 5.6 0.00 -10.05 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8" .158 - 2 1/8" Secondary Web Member 07.1 0.00 -3.22 U 1 x 1.1 x 0.118 z 60 0.58 2'-4 7/8" .118 - 1" 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 21 -0" .091 - 1 1/8" 57.2 7.3 0.00 -3.04 do z 71 0.77 do do 7.4 0.00 -3.04 do z 57.5 71 0.77 do do 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 21 -0" .091 - 1 1/8" 7.6 1.51 -4.28 U 1 x 1.1 x 0.118 z 60 0.77 2'-4 7/8" .118 - 1 1/4" ,.Strut TR2 6.70 -6.70 BR 15/16 0.54 :-------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging e @ Top Chord: 19'-ll 1/2" ==> Lateral Supports 1 Row(s) Minimum Deck (3611 ) 5 @ Bottom Chord: 28'-3 1/2" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 11'-6" 11_6h1 qually Spaced Bridging between Uplift Rows : No v10 lift according to slope abrication code unless noted 5 -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CNCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) an: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension W de: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads finition of the categories (Cat.): 3 = at any panel point along the joist kord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite 5roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 334 / 364 Area to Paint : 101.73 ft2 Material Sort : Cost This mark has been edited S S € CA N A M . Project: T08608 SAN HAT CO-N LOT7 Mark: J19 (T08608) 01/11/18 14:36:23 ].2(122)-112(122)-25-12/7-334(3G4) NNN,NN . . I I I I I I I I I I I I I I I I I CANAM Mark: J20 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) dark : J20 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 • c'J .3 -) C71 C-4 . 2.1 2.2 2.3 2.4 2.5 2.6 2.7 zt S S - EXTL:- 0'-0 1/4 C/C. 23'-0"CP05"EXTR: 023/4 ESL:-O'-01/4" ESR: 0-1" - -------------------------------------- -LOADING CONDITIONS ------------------------------------ - THE SHOWN VALUES ARE UN-FACTORED . OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ------------------------------------------- EXTENSION ----------------------------------------- I cx-R 0,-1 3/4" Type F[S] Shoe = 5.00 Mf = -0.011 ft-kip (0.361) L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 0 = 1.09 in4 Ca1.D. LL = L/ 9999 = 0.00 TL = L/ -478 = 0.00 --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- 4ko Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp • [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 52 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 • . • • S S S S S 0 :€ CANAM Mark: J20 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 END MOMENTS [ft-kip] & AXIAL LOADS[kips] MOMENTS <<< AXIAL LOADS Top Chord >>> << Bottom Chord >> Q ---L--- ---R--- W) Wind (case 1) ...........: 0.00 0.00 .---L --- ---R--- --- L --- 0.00 0.00 0.00 0.00 2) ........... 0.00 I (case 0.00 0.00 0.00 0.00 0.00 L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ............... 0.00 0.00 0.00 0.00 0.00 0.00 (E) Seism (case 1) ..........: 0.00 (case 2) ..........: 0.00 0.00 0.00 -6.52 6.52 0.00 6.52 -6.52 0.00 0.00 0.00 .xial Force Transf.By. : at left: Weld Plate at right: Strut Ieinforcement Type....: at left: C at right: S [0] earing Depth [in] : at left: 5" at right: 5" Ipuce [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 . I- ----------------------------------------- DEFLECTION ----------------------------------------- deflection under live load ................=0.61 ,llowed in (L/ 450) alculated deflection under service live load .....= 0.39 in (L/ 708) 0 liowed deflection under total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.57 in (L/ 483) Ioist inertia .....................................= 463.29 in4 equired camber ...................................= equired joist inertia ............................= 0.29 in 450.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips) (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 12.66/ 0.00 kips Right Reaction = 12.81/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.1 3.58 -20.94 LL 2.5 X .188 z 40 0.58 1'-9 3/4" 1.2 3.80 -19.81 do z 40 0.71 1.3 1.94 -28.34 do 1.4 1.94 -28.34 do z 36 z 36 0.77 0.91 21 -0" do 1.5 0.07 -36.93 do L.6 0.07 -36.93 do z 36 z 36 0.91 0.94 do do 1.7 0.00 -37.05 do .8 0.00 -37.05 do z 36 z 36 0.94 0.92 do do .9 1.12 -28.09 do z 36 0.91 do 1.10 1.12 -28.09 do & -11 2.66 -19.46 do z 36 z 40 0.76 0.70 2'-01- l'-8-- 1.12 0.00 -19.12 do 1.13 0.00 0.00 LL 2.5 X .188 z 42 z 4 0.57 0.36 1'-11" 0'-1 3/4" Bottom Chord .1 0.00 0.00 LL 2.5 X .188 yy 96 0.32 3'-1 3/4" 2.2 19.01 0.00 do yy 96 0.57 2'-4" 33.32 0.00 do z 97 0.65 41 -0" 2.4 38.17 0.00 do 33.57 0.00 do z 97 z 97 0.71 0.65 do 4'-0-- 2.6 19.50 0.00 do yy 96 0.57 2'-4" 0.00 0.00 LL 2.5 X .188 yy 96 0.33 3'-3" . :4 CANAM Mark: J20 Project: T08608 SAN HAT CO-N LOT7 • (T08608) 01/11/18 14:36:23 FORCES IN MEMBERS (Cont.) [kips] .REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Beside Remarks End Diagonal . 3.1 21.96 0.00 BR 1" z 169 0.93 3'-7" .230 - 2 1/4' 3.2 22.40 0.00 BR 1" . z 173 0.95 3'-8 1/8" .230 - 2 3/8" Diagonal Towards End 4.1 11.61 0.00 d U 1 3/8 x 0.157 z 75 0.67 2'-10" .158 - 2 1/2" .4.2 5.31 0.00 U 1 x 1.05 x 0.090 z 99 0.71 do .090 - 2" 4.3 5.15 0.00 U 1 x 1.05 x 0.090 z 99 0.68 do .090 - 1 7/8" 4.4 11.45 0.00 d U 1 3/8 x 0.157 z 75 0.66 2'-10" .158 - 2 1/2' Diagonal Towards Center 0.00 -10.11 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8' .158 - 2 1/8' 0 5.1 5.2 0.00 -8.46 d U 1 3/8 x 0.136 z 57 0.95 2'-10" .136 - 2 1/8" 5.3 0.06 -4.67 U 1 x 1.1 x 0.118 05.4 z 72 0.98 do .118 - 1 1/2" 0.10 -4.67 U 1 x 1.1 x 0.118 z 72 0.98 do .118 - 1 1/2' 0.00 -8.30 d U 1 3/8 x 0.136 .5.5 z 57 0.93 2'-10" .136 - 2 5.6 0.00 -9.99 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8" .158 - 2 1/8" Secondary Web Member 07.1 0.00 -3.15 U 1 x 1.1 x 0.118 z 60 0.57 2'-4 7/8" .118 - 1" 7.2 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 21 -0" .091 - 1 1/8" 7.3 0.00 -3.04 do z 71 0.77 do do 7.4 0.00 -3.04 do 07.5 z 71 0.77 do do 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 2'-0" .091 - 1 1/8" 7.6 1.51 -4.28 U 1 x 1.1 x 0.118 z 60 0.77 2'-4 7/8" .118 - 1 1/4" . Strut TR2 6.70 -6.70 BR 15/16 0.54 :-------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging e @ Top Chord: 20'-l" Lateral Supports ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-4 3/4" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 11'-6 5/8" 11'-6 5/8" qually Spaced Bridging between Uplift Rows : No vl.4]O lift according to Slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -iru = 2 U profiles one inside the other, -CL = Crimped angle LOADS (* indicates that the conc. load is nct directly on the panel point.) *an: an: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension .ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1% Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production]' 332 / 361 Area to Paint : 100.59 ft2 Material Sort : Cost This mark has been edited • *" CANAM Mark: J20 . Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 I11(121)-111(121)-25-12/7-332(361) N14N,NNN S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S : € CANAM Mark: TJ21 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:25 • Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) :ark : TJ21 (MS 1" LH, Symmetrical,, Free ends) aligned on J22 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 00 oo 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 LII 1.12 -.------..--. -.----------- .. -.-. ev • 2.1 2.23 2.4 2.5 - 2.6 2.7 . © N - - b Q 1...Lc:-L _CR: 0-0 EXTR: 06 ESL:-O0 1/4 - 0-6'. --------------------------------------- - LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] l 1 Both No 0.50 0.00 0.00 0'-0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0 ,-011 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ,---L--- ---R--- ---L--- ---R--- --- L --- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (L) Live Load ...............: 0.00 0.00 0.00 0.00 D) 0.00 0.00 Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 Qxial Force Transf.By.: at left: Weld Plate at right: Seat Reinforcement Type....: at left: C at right: C [0] earing Depth [in] : at left: 5" at right: 5" plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No dead Load Factor With Seismic, SDS: 0.749 • • • :G CANAM Mark: TJ21 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 ----------------------------------------- o deflection under ----------------------- DEFLECTION live load ................= 0.61 in (L/ 450) I ilowed alculated deflection under service live load .....= 0.26 in (LI 1036) ,llowed deflection under total load ...............= 1.14 in (L/ 240) alculated deflection under service total load = 0.39 in (L/ 707) ,oist inertia .....................................= 691.25 in4 equired ,equired camber ...................................= joist inertia ............................= 675.00 0.29 in in4 inimum Thickness [in] = Top = .28 Web= Bot = Rods= S------------------------ F 0 R C E S I N M E M B E R S [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: l (Fy = 50 Ksi U/N) (Eff. depth = 22.43 in) Left Reaction = 12.73/ 0.00 kips Right Reaction = 12.73/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks . 1.1 Top Chord 3.64 -22.04 LL 3 X .281 z 33 0.32 1'-9 5/8 51.2 3.90 -20.74 do z 37 0.40 1'-9 5/8 51.3 1.4 2.18 -29.40 2.18 -29.40 do do z 30 z 30 0.42 0.50 2'-0" do 1.5 51.6 0.57 -37.77 0.57 -37.77 do do z 30 z 30 0.50 0.51 do do 01.7 0.57 -37.77 do z 30 0.51 do 1.8 0.57 -37.77 do z 30 0.50 do . 1.9 2.18 -29.40 do z 30 0.50 do 1.10 51.11 2.18 -29.40 3.90 -20.74 do do z 30 z 37 0.42 0.51 2'-0" 1'-9 5/8" 0 1.12 3.64 -22.04 LL 3 X .281 z 33 0.98 1'-9 5/8" 2.1 Bottom Chord 0.00 0.00 LL 2.5 X .25 yy 95 0.26 3'-3 1/411 W.2 19.90 0.00 do yy 95 0.44 21-4 .3 34.20 0.00 do z 98 0.50 4'-0" 52.4 38.96 0.00 do z 98 0.55 do 2.5 34.20 0.00 19.90 0.00 do do z 98 yy 95 0.50 0.44 41 -0" 21 -4" .2.7 0.00 0.00 LL 2.5 X .25 yy 95 0.26 3'-3 1/4" .End 3.1 Diagonal 22.92 0.00 BR 1" z 174 0.97 3'-8 1/4" .230 - 2 3/8" 3.2 25.78 -2.86 1" SQUARE BAR yy120 0.86 3'-8 1/4" .250 - 3 1/2" *4. Diagonal Towards End 1 52.2 11.58 0.00 d 5.25 0.00 U 1 3/8 x 0.157 U 1 x 1.05 x 0.090 z 74 z 99 0.67 0.70 2'-10" do .158 - 2 .090 - 1/211 2 4.3 04.4 5.25 0.00 11.58 0.00 d U 1 x 1.05 x 0.090 U 1 3/8 x 0.157 z 99 z 74 0.70 0.67 do 2'-10" .090 - .158 - 2 2" 1/2" Diagonal Towards Center 4V 1 0.00 -10.12 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8 .158 - 2 1/8" 5.2 55.3 0.00 -8.41 d 0.00 -4.66 U 1 3/8 x 0.136 U 1 x 1.1 x 0.118 z 57 z 72 0.94 0.97 2'-10" do .136 - 2 .118 - 1 1/811 1/211 5.4 05 .5 0.00 -4.66 0.00 -8.41 d U 1 x 1.1 x 0.118 U 1 3/8 x 0.136 z 72 z 57 0.97 0.94 do 2'-10" .118 - 1 .136 - 2 1/2" 1/8' 5.6 0.00 -10.12 d U 1 3/8 x 0.157 z 39 0.78 2'-0 3/8' .158 - 2 1/8" S :€ CANAM Mark: TJ21 Project: T08608 SAN HAT CO-N LOT7 . (T08608) 01/11/18 14:36:25 FORCES IN MEMBERS (Cont.) (kips) . REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member . 7.1 0.00 -3.36 U 1 x 1.1 x 0.118 z 62 0.62 2'-5 3/4" .118 - 1" 7.2 0.00 -3.00 U 1 x 0.8 x 0.090 z 70 0.75 2'-O" .091 - 1 1/8" 07.3 0.00 -3.04 do z 70 0.76 do do 0.00 -3.04 do z 70 0.76 do do 0 7.4 7•5 0.00 -3.00 U 1 x 0.8 x 0.090 z 70 0.75 2'-0" .091 - 1 1/8' .7.6 1.88 -5.24 U 1 x 1.1 x 0.118 z 62 0.97 2'-5 3/4" .118 - 1 1/2" --------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 23'-l" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-8 1/4" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 11'-7 1/2" 11'-7 1/2" $qually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- l. lift according to Slope code unless noted ,abrication -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -TflJ = 2 U profiles one inside the other, -CL = Crimped angle pNCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension de: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 481 / 521 Area to Paint : 108.53 ft2 Material Sort : Cost 1061(174)-161(174)-25-12/7-481(521) NIJN,NNN • • S S S S S S S S S • CANAM Project: Mark: J22 T08608 SAN HAT CO-N LOT7 (T08608) 01/1 1/18 14:36:23 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) vlark : J22 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE : 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 LII 1.12 - - - 2.1 2.2 2 2.4 2.5 -- 2.6 2.7 0'-31/2" EXTL: - 0'-0 1/4" C/C: 22-83/4" cR:o'-oExTR:o'-6" ESL:- 0'0 1/4" ESR: 0-6" ----- -. ---------------------------------------- -- LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 24LHSP1048/733 LIVE LOAD...: 733.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- 50 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 51 1 Both No 0.50 0.00 0.00 0 '-0110'-0113 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0" 0'-0" 3 1 90 0 END MOMENTS [ft-kip] & AXIAL LOADS[kips] S MOMENTS AXIAL LOADS <z< Top Chord >>> << Bottom Chord >> ,---L--- ---R---- ---L--- ---R--- ---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 ?(L) (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 SD) 0.00 0.00 Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 S E) Seism (case 1) ..........:0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 Ixial Force Transf.By. : at left: Weld Plate at right: Strut einforcement Type. . . . : at left: C [0] at right: 5 [4] Bearing Depth [in] : at left: 5" at right: 5" 5plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ,ead Load Factor With Seismic, SDS: 0.749 S 0 Project: T08608 SAN HAT CO-N LOT7 Ah (T08608) 01/11/18 14:36:23 . - ----------------------------------------- DEFLECTION ----------------------------------------- ,llowed deflection under live load ................= 0.61 in (L/ 450) alculated deflection under service live load .....= 0.40 in (LI 694) Showed deflection under total load ...............= 1.14 in (L/ 240) oist inertia .....................................= 463.29 in4 ,alculated deflection under service total load = 0.58 in (L/ 474) ,equired camber ...................................= 0.29 in equired joist inertia ............................= 450.00 in4 0 ------------------------- 0 R C E S I N M E M B E R S [kips] W (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 12.73/ 0.00 kips Right Reaction = 12.73/ 0.00 kips S REQUIRED MATERIAL REQUIRED WELD 5 No Tension compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.1 3.42 -21.72 LL 2.5 X .188 z 40 0.61 11 -9 5/811 51.2 3.67 -20.43 do z 44 0.74 l'-9 5/8" 0 1.3 1.82 -28.91 do z 36 0.77 21 -0" 1.4 1.82 -28.91 do z 36 0.92 do 01.5 0.00 -37.47 do z 36 0.92 do 1.6 0.00 -37.47 do z 36 0.94 do 51.7 0.00 -37.47 do z 36 0.94 do 1.8 0.00 -37.47 do z 36 0.92 do 51.9 1.07 -28.34 do z 36 0.92 do 1.10 1.07 -28.34 do z 36 0.76 2'-0" 01.11 2.62 -19.64 do z 44 0.73 1'-9 5/8" 1.12 0.00 -19.48 LL 2.5 X .188 z 40 0.57 l'-9 5/8" . Bottom Chord 2.1 0.00 0.00 LL 2.5 X .188 yy 96 0.34 3'-3 1/4" 52.2 19.74 0.00 do yy 96 0.58 21-411 2.3 33.92 0.00 do z 97 0.66 41 -0" 52.4 38.65 0.00 do z 97 0.71 do 2.5 33.92 0.00 do z 97 0.66 4'-O 02.6 19.74 0.00 do yy 96 0.58 2'-4" 52.7 0.00 0.00 LL 2.5 X .188 yy 96 0.34 3'-3 1/411 5 End Diagonal 0 3.1 22.79 0.00 BR 1" z 174 0.97 3'-8 1/4" .230 - 2 3/8" 3.2 22.79 0.00 BR 1" z 174 0.97 3'-8 1/4 .230 - 2 3/811 5 Diagonal Towards End 0 4.1 11.53 0.00 d U 1 3/8 x 0.157 z 75 0.66 2'-10--.158 - 2 1/211 4.2 5.23 0.00 U 1 x 1.05 x 0.090 z 99 0.70 do .090 - 2" . 4.3 5.23 0.00 U 1 x 1.05 x 0.090 z 99 0.70 do .090 - 2" S Diagonal Towards Center 4.4 11.53 0.00 d U 1 3/8 x 0.157 z 75 0.66 21 -1011 .158 - 2 1/2" 05.1 0.00 -10.12 d U 1 3/8 x 0.157 z 39 0.79 2'-0 3/8 .158 - 2 1/811 5.2 0.00 -8.38 d U 1 3/8 x 0.136 z 57 0.94 2'-10" .136 - 2 1/8 05.3 0.08 -4.64 U 1 x 1.1 x 0.118 z 72 0.97 do .118 - 1 1/211 .5.4 0.08 -4.64 U 1 x 1.1 x 0.118 z 72 0.97 do .118 - 1 1/211 5.5 0.00 -8.38 d U 1 3/8 x 0.136 z 57 0.94 2'-10" .136 - 2 1/8" 0.00 -10.12 d U 1 3/8 x 0.157 z 39 0.79 2'-0 3/8" .158 - 2 1/8" S S 5 0 € CANAM Mark : J22 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:23 S FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Secondary Web Member 57.1 0.00 -3.35 U 1 x 1.1 x 0.118 z 63 0.62 2'-5 3/4" .118 - 1' 7.2 0.00 -3.00 U 1 x 0.8 x 0.090 z 71 0.76 2'-O" .091 - 1 1/811 107.3 0.00 -3.04 do z 71 0.77 do . 7.4 0.00 -3.04 do z 71 0.77 do do do 7.5 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 2-0" .091 - 1 1/8 57.6 1.69 -4.54 U 1 x 1.1 x 0.118 z 63 0.84 2'-5 3/4" .118 - 1 1/4" 5 Strut TR2 6.73 -6.73 BR 15/16 0.51 -------------------------------------------BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 20'-0 5/8" ==> 1 Row(s) Minimum Deck (3611 ) 00 @ Bottom Chord: 28'-4 3/4 ==> 1 Row(s) Minimum Acc. to the code $OSITION @ Top Chord @ Bottom Chord 11'-7 1/2" 111 -7 1/2" • ua11Y Spaced Bridging between Uplift Rows : No .---------------------------------------------------------------------------------------------- vi. 41.0 5plift according to Slope abrication code unless noted , -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar S -U = 1 U profile, -UIJ = 2 U profiles one inside the other, -CL = crimped angle .ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension 5ide: Both Sides, Near Side, Far Side Hole: Top Chord with Boles at Conc. Loads Definition of the categories (Cat.): 5 3 = at any panel point along the joist 1 = Top, 2 = Bottom .hord: nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp) : 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 5 332 I 362 Area to Paint : 100.64 ft2 Material Sort : Cost This mark has been edited 011(121)-111(121)-25-12/7-332(362) NNN,NNN 5 S • • S S S S S S S CANAM Mark: J23 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 'Iark : J23 (MS 1" LH, Asymmetrical,, Free ends) - ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE 9 oo • 0 9 9 9 1.1 9 1.2 1.3 L4 1.5 : -:----- 1.6 . _ev :i ___----i------------ ----.- --------------- ---- r - W b L: 0-4" EXTL: - 0-0 1/2" C/O 13-93/4" CR. 0'-31/4"- EXTR: - 0'-0 1/4" ESL: - 0-0 1/2" ESR: - 0-0 1/4" . ---------------------------------------LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..: 1048.00 lb/ft 20LHSP1048/733 LIVE LOAD...: 733.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- Oo Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 3 1 Both No 0.52 0.52 0.69 01 -0" 0'-0" 3 1 90 0 1 Both No 0.50 0.00 0.00 01 -0" 0'-0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 01 -0" 0'-0" 3 1 90 0 • END MOMENTS [ft-kip] & AXIAL LOADSEkips] . MOIVIENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> ---R--- ---L--- ---R--- ---L--- .---L--- W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 4E) 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 Q.xiai Force Transf.By.: at left: Strut at right: Weld Plate Type .....at left: 5 [4] at W inforcement right: C aring Depth [in] : at left: 5" at right: 5" Splice [Yes/No] .................: Yes Imposed Rows of Bridging YIN..: No ead Load Factor With Seismic, SDS: 0.749 • • . S € NAM Mark: J23 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 ------------------------------------------ DEFLECTION ----------------------------------------- llowed deflection under live load ................= 0.36 in (L/ 450) Calculated deflection under service live load .....= llowed deflection under total load ...............= 0.08 in (L/ 0.. 67 in (L/ 2044) 240) deflection under service total load.... = 0.11 in (L/ 1405) I alculated oist inertia .....................................= 302.42 in'4 camber. ..................................= ,equired 0.17 in equired joist inertia ............................= 300.00 in 4 - ------------------------ F 0 R C E S I N M E M B E R S [kips] w (THE SHOWN FORCES Gap ......: 1" (Fy = 50 ARE UN-FACTORED) Ksi U/N) (Eff. depth = 18.73 in) S Left Reaction = 8.30/ -0.69 kips Right Reaction = 8.30/ -0.69 kips REQUIRED MATERIAL REQUIRED WELD 5 No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.1 1.22 -14.73 LL 2.5 X .188 51.2 3.67 -15.25 do 0 1.4 3.37 -19.79 do z 62 z 53 0.72 0.72 2'-8 1/211 2'-21- 1.3 3.37 -19.79 do z 36 0.61 2'-O" z 36 0.61 2'-0" S1.5 4.52 -15.89 do z 53 0.76 2'-2" 1.6 4.27 -17.46 LL 2.5 X .188 . z 62 0.76 2'-8 1/2 Bottom Chord 02.1 0.00 0.00 LL 2 X .216 z 104 0.31 3'-7" 2.2 16.25 -1.35 do 02.3 16.25 -1.35 do z 91 z 91 0.34 0.34 3'-3 1/211 3'-3 1/211 2.4 0.00 0.00 LL 2 X .216 z 104 0.31 3'-7" 5 End Diagonal 3.1 16.19 -1.35 BR 15/16 03.2 16.19 -1.35 BR 15/16 yylS4 yy154 0.78 0.78 3'-9 5/8" 31 -9 5/8" .223 - .223 - 1 3/4" 1 3/4" 5 Diagonal Towards End 4.1 3.37 -0.56 U 1 x 1.05 x 0.090 z 68 0.45 2'-7 1/4" .090 - 1 1/2" 04.2 3.37 -0.56 U 1 x 1.05 x 0.090 z 68 0.45 21 -7 1/4" .090 - 1 1/2' Diagonal Towards Center 05.1 0.58 -5.26 U 1 x 1.1 x 0.118 z 53 0.87 2'-1 1/4" .118 - 1 1/2" 05.2 0.58 -5.26 U 1 x 1.1 x 0.118 z 53 0.87 2'-1 1/4" .118 - 1 1/2" .Secondary Web Member 7.1 0.79 -4.68 U 1 x 1.05 x 0.090 z 48 0.98 l'-lO 5/8" .090 - 1 3/4" 0.69 -3.47 U 1 x 0.8 x 0.090 07.2 z 59 0.80 l'-8" .091 - 1 1/4" 7.3 0.79 -4.38 U 1 x 1.05 x 0.090 z 48 0.92 1'-10 5/8' .090 - 1 5/8" S Strut 5TR1 6.61 -6.61 BR 15/16 0.90 S------------------------------------------ BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports Top Chord: 19'-10 3/8" ==> . @ Bottom Chord: 24'-8 3/4" ==> 1 Row(s) Minimum Deck (361 ) 3 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 5 6'-11" Add 3'-7 1/2" 5 61 -1111 Add 10'-2 1/2" S 0 4 !4:~~ CANAM Mark: J23 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 •qually Spaced Bridging between Uplift Rows : No ---------------------------------------------------------------------------------------------- . 1i lift according to slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UTJ = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) pan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension de: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist Chord: 1 = Top, 2 = Bottom clination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cisp): 0 = standard, 1 = non-composite oject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 167 / 200 Area to Paint : 50.81 ft2 Material Sort : Cost 03 (64)-53(64)-25-6/4-167(200) N,NNN • • • • • • • S S • S S • • • S • • S S • CANAM Mark : J24 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 'Iark : J24 (MS 1" LH, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE - - - B Wc F- . :L LO 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 cli - ;: 04 2.1 2.2 2.3 2.4 2.5 2.6 2.7 L: 0-5" EXTL: 0-3 1/2" C/C: 23-0" CR: 0-3" EXTR: 0'-2 3/4" ESL: 0-I" ESR: 0-2 3/4" . ---------------------------------------LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED •OTAL LOAD..: 1048.00 lb/ft 24LH5P1048/733 LIVE LOAD...: 733.00 lb/ft ------------------------------------------- EXTENSION ----------------------------------------- •cx-L 0'-2 1/2" Type F [S] Shoe = 5.00 Mf = -0.023 ft-kip (0.414) .L = 1048 LL = 733 ntQL = 0 Req.D. LL = L/ 225 = 0.01 TL = L/ 113 = 0.02 I = 1.09 in4 Ca1.D. LL = L/ 9999 = 0.00 TL = L/ -464 = -0.01 :----------------------------------CONCENTRATED LOADS (From Axis) ------------------------------- . 0 Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] (ft] [ft] 0-9 1/2 [deg] 102 1 1 Both No 0.50 0.00 0.00 0'-O" 0'-O" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0" 01 -0" 3 1 90 0 • • • S • S S S S j CANAM Mark: J24 • Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 S END MOMENTS Eft-kip] & AXIAL LOADS[kips] MOMENTS AXIAL LOADS ---L--- ---R--- <<< --- Top Chord >>> << Bottom L --- ---R--- ---L--- Chord >> W) Wind (case 1) ...........: I (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 IL) D)Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 40 0.00 0.00 6.52 -6.52 0.00 0.00 Axial Force Transf.By. : at left: einforcement Type....: at left: Weld Plate 6 [0] at right: Strut at right: 5 [4] Gearing Depth[in] : at left: 5" at right: 5" puce [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, 5DB: 0.749 ------------------------------------------ DEFLECTION ----------------------------------------- llowed deflection under live load ................= 0.61 in (L/ 450) Calculated deflection under service Silowed deflection under total load live load .....= ...............= 0.40 in (L/ 685) 1.15 in (L/ 240) deflection under service total load = 0.59 in (L/ 467) ,alculated oist inertia .....................................= 463.29 in4 equired camber ...................................= 0.29 in 0 equired joist inertia ............................= . 450.00 in4 -------------------------F 0 R C E S I N M E M B E R S [kips] (THE Gap ......: 1" SHOWN FORCES (Fy = 50 ARE UN-FACTORED) Ksi U/N) (Eff. depth = 22.61 in) Left Reaction = 13.01/ 0.00 kips Right Reaction = 12.79/ 0.00 kips REQUIRED MATERIAL REQUIRED WELD 5 No Tension Compres. x = tied at mid -length slend. IJtil. Length weld-Ea.Side Remarks 5 Top Chord 1.0 0.00 0.00 LL 2.5 .1 3.45 -21.59 do X .188 z 5 z 42 0.41 0.61 0'-2 1/2" 1'-11" .1.2 3.68 -20.43 do z 40 0.72 1'-8" 1.3 1.81 -28.98 do z 36 0.78 2'-O" 1.4 1.81 -28.98 do z 36 0.92 do 1.5 0.00 -37.72 do 1.6 0.00 -37.72 do z 36 z 36 0.93 0.95 do do 1.7 0.00 -37.89 do 1.8 0.00 -37.89 do z 36 z 36 0.95 0.93 do do W.9 0.97 -28.86 do .10 0.97 -28.86 do z 36 z 36 0.93 0.78 do 2'-0" .11 2.51 -20.26 do W'_ z 40 0.71 .12 0.00 -20.11 LL 2.5 S X .188 z 46 0.61 2'-O 3/4" Bottom Chord 02-1 0.00 0.00 LL 2.5 X .188 yy 97 0.34 3'-3" 2.2 19.74 0.00 do yy 97 0.58 2'-4" 2.3 34.09 0.00 do yy 97 0.67 41 -0" 02.4 38.99 0.00 do yy 97 0.72 do 25 34.44 0.00 do yy 97 0.67 4'-01- W . 6 20.43 0.00 do yy 97 0.59 2'-4' 2.7 0.00 0.00 LL 2.5 X .188 yy 97 0.35 3'-4 3/4' € CANAM Mark: J24 Project. T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:24 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks End Diagonal 53.1 22.66 0.00 BR 1" z 173 0.96 3'-8 1/8 .230 - 2 3/811 3.2 23.28 0.00 BR 1" z 179 0.99 3'-9 5/8 .230 - 2 3/8" 5 Diagonal Towards End 4.1 11.64 0.00 d U 1 3/8 x 0.157 z 75 0.67 2'-10" .158 - 2 1/2' 04.2 5.34 0.00 U 1 x 1.05 x 0.090 z 99 0.71 do .090 - 2" 5.11 0.00 U 1 x 1.05 x 0.090 z 99 0.68 do .090 - 1 7/8" • 4.3 4.4 11.41 0.00 d U 1 3/8 x 0.157 z 75 0.66 2'-10" .158 - 2 1/2" Diagonal Towards Center S5.1 0.00 -10.13 d U 1 3/8 x 0.157 z 39 0.79 2'-0 3/8" .158 - 2 1/811 5.2 0.00 -8.49 d U 1 3/8 x 0.136 z 57 0.95 2'-10" .136 - 2 1/8" 05.3 0.06 -4.74 U 1 x 1.1 x 0.118 z 72 0.99 do .118 - 1 1/211 5.4 0.11 -4.74 U 1 x 1.1 x 0.118 z 72 0.99 do .118 - 1 1/2" 105.5 0.00 -8.26 d U 1 3/8 x 0.136 z . 57 0.92 2'-10" .136 - 2" 5.6 0.00 -9.97 d U 1 3/8 x 0.157 z 39 0.77 2'-0 3/8 .158 - 2 1/8" •Secondary Web Member 7.1 0.00 -3.22 U 1 x 1.1 x 0.118 z 60 0.58 2'-4 7/8' .118 - 1" S7.2 0.00 -3.00 U 1 x 0.8 x 0.090 z 71 0.76 2'-0" .091 - 1 1/811 7.3 0.00 -3.04 do z 71 0.77 do do •• 0.00 -3.04 do z 71 0.77 do do 0.00 -2.99 U 1 x 0.8 x 0.090 z 71 0.75 2'-0" .091 - 1 1/8' 0 7.5 7.6 1.34 -4.25 U 1 x 1.1 x 0.118 z 60 0.77 2'-4 7/8" .118 - 1 1/4" S Strut TR2 6.68 -6.68 BR 15/16 0.58 S------------------------------------------ BRIDGING ------------------------------------------ aximum spacing between rows of bridging Lateral Supports @ Top Chord: 19'-11 1/4" ==> 1 Row(s) Minimum Deck (3611 ) @ Bottom Chord: 28'-3 1/2" ==> 1 Row(s) Minimum Acc. to the code OSITION @ Top Chord @ Bottom Chord 11'-6 7/8" 11'-6 7/8" qually Spaced Bridging between Uplift Rows : No .---------------------------------------------------------------------------------------------- Oplift vl .41.0 according to slope I abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar 5 -U = 1 U profile, -liD = 2 U profiles one inside the other, -CL = Crimped angle ONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads , efinition of the categories (Cat.): 3 = at any panel point along the joist 1 = Top, 2 = Bottom .hord: nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp) : 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasmin Vicente Shop: Buckeye Arizona [Production] 5 335 / 366 Area to Paint : 101.71 ft2 Material Sort : Cost This mark has been edited S S CANAM Mark: J24 Project: T08608 SAN HAT CO-N LOT7 p (T08608) 01/11/18 14:36:24 S 12(122)_112(122)_25_12/7_335(366) NNN,NNN • S S S S S .. S S S S S S S S S S S S S S S S S S S • S S S S S S S S • € CANAM Mark: TJ25 Project. T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 S Project: T08608 SAN HAT CO-N LOT7 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) 4ark : TJ25 (MS 1" LH, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE - 9 '9 '9 '9 '9 9 '9 '9 11 1.6 1.6 15 1.4 1.3 1 • 5 2.1 2.2 2.3 2.4 2.3 2.2 2.1 L: 0-7 EXTL: - 0'-31/2" C/C: 23-0' CP. 0'-7" EXTR: - 0'-31/2" ESL: - 0-3 1/2" ESR: - 0-3 1/2" ---------------------------------------LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED OTAL LOAD..:. 1073.00 lb/ft 24LHSP1073/750 LIVE LOAD...: 750.00 lb/ft --------------------------------- CONCENTRATED LOADS (From Axis) ------------------------------- Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp S [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.50 0.00 0.00 0_01 0'-0" 3 1 90 0 1 Both No 1.04 1.04 1.38 0_0 01 -0" 3 1 90 0 2 1 Both No 0.25 0.25 0.00 0'-0' 0'-0" 3 1 90 0 S END MOMENTS [ft-kip] & AXIAL LOADS [kips] . MOMENTS AXIAL LOADS <<< Top Chord >>> << Bottom Chord >> 5 ---L--- ---R--- ---L--- ---R--- ---L--- (W) Wind (case 1) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 5 (case 2) ...........: 0.00 0.00 0.00 0.00 0.00 0.00 (L) Live Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 D) Dead Load ...............: 0.00 0.00 0.00 0.00 0.00 0.00 46E) Seism (case 1) ..........: 0.00 0.00 -6.52 6.52 0.00 0.00 (case 2) ..........: 0.00 0.00 6.52 -6.52 0.00 0.00 xia1 Force Transf.By.: at left: Weld Plate at right: Weld Plate ,einforcement Type .....at left: C at right: C earing Depth [in] : at left: 5" at right: 5" plice [Yes/No] .................: Yes Imposed Rows of Bridging Y/N..: No ead Load Factor With Seismic, SDS: 0.749 S S S € CANAM Mark: TJ25 Project. T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 ------------------------------------------DEFLECTION ----------------------------------------- ,ilowed deflection under live load ................= 0.59 in (LI 450) alculated deflection under service live load .....= Showed deflection under total load ...............= 0.26 in (LI 1.10 in (L/ 1013) 240) deflection under service total load = 0.37 in (L/ 710) ,alculated oist inertia .....................................= 683.50 in4 camber ...................................= 0.28 in ,equired equired joist inertia ............................= 675.00 in4 F 0 R C E S I N M E M B E R S [kips] w (THE SHOWN FORCES Gap ......: 1" (Fy = 50 ARE UN-FACTORED) Ksi U/N) (Eff. depth = 22.32 in) Left Reaction = 13.64/ -1.38 kips Right Reaction = 13.64/ -1.38 kips REQUIRED MATERIAL REQUIRED WELD 5 No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.1 4.09 -21.04 LL 3 X .25 51.2 4.30 -19.88 do z 28 z 34 0.33 0.45 1'-6 1/2' 11-8.1 1.3 2.89 -29.44 do 01.4 2.89 -29.44 do z 30 z 30 0.47 0.58 2'-0" do 01.5 3.96 -39.14 do z 30 0.58 do 1.6 3.96 -39.14 LL 3 X .25 . Bottom Chord 52.1 0.00 0.00 LL 3 X .224 z 30 yy123 0.59 0.23 2'-O" 2'-10 1/2" (0 2.3 2.2 19.22 -1.95 do 35.15 -3.56 do yy116 yy116 0.42 0.48 2'-4" 4'-0-- 0 2.4 40.46 -4.10 LL 3 X .224 yy116 0.52 41 -0-- End Diagonal 3.1 22.58 -2.29 BR 1" S yy126 0.96 3'-4 3/8" .230 - 2 3/8" Diagonal Towards End 04.1 13.05 -1.56 d U 1 3/8 X 0.176 z 56 0.68 2'-10" .176 - 2 1/2" 4.2 6.28 -1.20 U 1 x 1.05 x 0.090 z 74 0.83 2'-10" .090 - 2 3/8" . Diagonal Towards Center 5.1 1.21 -11.20 d U 1 3/8 X 0.176 z 38 0.77 2'-0 3/8" .176 - 2 1/8" 5.2 1.38 -9.67 d U 1 3/8 x 0.157 z 56 0.88 2'-10" .158 - 2 1/8" 0 5.3 1.17 -5.01 U 1 x 1.2 x 0.136 z 66 0.86 2'-101- .136 - 1 1/2" .Secondary Web Member 7.1 1.70 -4.32 U 1 x 1.1 x 0.118 z 60 0.78 2'-4 7/8" .118 - 1 1/4" 1.38 -4.09 U 1 x 1.05 x 0.090 07.2 z 50 0.88 2'-O" .090 - 1 1/2" 7.3 1.38 -4.14 U 1 x 1.05 x 0.090 z 50 0.89 2'-O" .090 - 1 1/2" S- ------------------------------------------ BRIDGING ------------------------------------------ aximum spacing between rows of bridging 5 © Top Chord: 23'-4" ==> 1 Row(s) Minimum Lateral Supports Deck (36") © Bottom Chord: 32'-8 5/8" ==> 1 Row(s) Minimum Acc. to the code . OSITION @ Top Chord @ Bottom Chord 11'-6" 11'-6" qually Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------- S 5 CANAM Mark: TJ25 Project: T08608 SAN HAT CO-N LOT7 (T08608) 01/11/18 14:36:25 ,plift according to slope abrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle ' IC NCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) an: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension ide: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads efinition of the categories (Cat.): 3 = at any panel point along the joist hord: 1 = Top, 2 = Bottom nclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Uxnp): 0 = standard, 1 = non-composite roject no.: T08608 Designer: Jasinin Vicente Shop: Buckeye Arizona [Production) 462 I 495 Area to Paint : 113.41 ft2 Material Sort : Cost 40 55(166)-155(166)-25-12/7-462(495) NNN,NN • • I . • • • • • • • • • • • • • • • • • S • . • . • 0 JOIST ERECTOR NOTES DESIGN NOTES NUMBER DESCRIPTION I LOAD COMBINATION PER CBC20I6 2 DEFLECTION (FLOOR) TL = L/240 & LL = L1450 3 Sds=0.749 4 ALL JOIST NEED TO BE DESIGN FOR A 500 LBS (DL) POINT LOAD AT ANY TOP CHORD PANEL POINT OR BOTTOM CHORD PANEL POINT 5 SEISMIC AXIAL LOAD = 9.31K (0.7E =6.52K) 6 7 NOT USED. AVAILABLE CONTRACT DRAWINGS DWG# DATE S-I, S-2.1, S-2.2, S-2.3 09/25/2017 S-4.1, S-4.2, S-4.3 09/25/2017 S-5.0, S-6.0, S-7.0, S-8.0, SD-I, SD-2 09/25/2017 SD-3, SD-4, SD-5, SD-6, SD-7 09/25/2017 S-2.0, S-2.4, S-3.0, S-4.0, S-4.4, SD-8 11/27/2017 DRAWING INDEX DRAWING NAME COVER & TYPICAL DETAILS SHT# JEI.01 JE2.01 FLOOR JOIST FRAMING PLAN JE4.01 JOIST SECTIONS ON MINIMUM DESIGN REQUIREMENTS TO BE PER STEEL JOIST INSTITUTE (SJI) LATEST EDITION, UNLESS OTHERWISE NOTED HEREIN. PAINT - ONE PROVISIONAL SHOP COAT GRAY PRIMER (SPECIFICATIONS PROVIDED UPON REQUEST). CAMBER WILL BE FURNISHED ON ALL JOISTS AND JOIST GIRDERS (SEE SJI LATEST EDITION FOR APPROXIMATE CAMBER) UNLESS SPECIFICALLY MODIFIED BY THE CONTRACT DOCUMENTS. CAMBER AND DEFLECTION MUST BE CONSIDERED WHEN DETAILING FRAMING ADJACENT OR FRAMING TO JOISTS OR GIRDERS. THE DESIGN IS BASED UPON LOAD INFORMATION SPECIFICALLY SUBMITTED TO CANAM STEEL CORPORATION. NO SPECIAL LOADS OR OTHER FORCES HAVE BEEN PROVIDED FOR UNLESS PURCHASER HAS REQUESTED THEM IN WRITING. SUCH SPECIAL LOADS OR OTHER FORCES SHALL INCLUDE, WITHOUT LIMITATION; UPLIFT, CONCENTRATED LOADS FROM ROOF TOP UNITS, AXIAL LOADS FROM KICKER ANGLES, ETC. JOISTS SHALL BE INSTALLED IN ACCORDANCE WITH OSHA 1926 SUBPART R. CONSULT THE OSHA SAFETY STANDARDS FOR SPECIFICS. - IN BAYS 60'-0" OR LESS, THE FOLLOWING APPLIES TO ANY COLUMN JOISTS OR JOISTS NEAR A COLUMN: THE JOISTS HAVE NOT BEEN DESIGNED TO SUPPORT AN EMPLOYEE WITHOUT BRIDGING INSTALLED. THE JOISTS ARE NOT OSHA JOISTS DESIGNED FOR STABILITY PER SUBPART R. SPECIAL ERECTION METHODS MUST BE INCORPORATED. EMPLOYERS WILL BE CONSIDERED TO BE IN COMPLIANCE WITH OSHA 1926 SUBPART R IF THEY ERECT THESE JOISTS EITHER BY: (1) INSTALLING BRIDGING OR OTHERWISE STABILIZING THE JOIST PRIOR TO RELEASING THE HOISTING CABLE, OR (2) RELEASING THE CABLE WITHOUT HAVING A WORKER ON THE JOISTS. DO NOT ALLOW EMPLOYEES ON THESE JOISTS UNTIL ADEQUATELY STABILIZED. - IN BAYS GREATER THAN 60'-0", JOISTS AT OR NEAR COLUMNS SHALL BE ERECTED IN TANDEM (PAIR) WITH AN ADJACENT JOIST. ALL BRIDGING MUST BE INSTALLED BEFORE LIFTING AND THE PAIR OF JOISTS MUST BE SECURED TO THEIR SUPPORT BEFORE RELEASING THE HOISTING LINE. THIS REQUIREMENT MAY BE WAIVED UNDER CERTAIN CONDITIONS. GENERAL NOTES 1. ANY DISCREPANCY IN DIMENSIONS, DETAILS, OR FABRICATION DISCOVERED DURING ERECTION SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF CANAM STEEL CORPORATION, WHO SHALL HAVE THE OPTION OF EXAMINING THE PROBLEM AT THE JOB-SITE BEFORE ANY CORRECTIVE MEASURES ARE UNDERTAKEN. ALL REPAIRS AND REQUIRED ADDITIONAL EXPENSE MUST BE AUTHORIZED IN WRITING BY CANAM STEEL CORP., BEFORE ANY REPAIR WORK IS PERFORMED. CANAM STEEL CORP. WILL NOT BE RESPONSIBLE FOR ADDITIONAL EXPENSES FOR CORRECTIVE MEASURES UNDERTAKEN WITHOUT PRIOR APPROVAL. ALL PRODUCTS PROVIDED BY CANAM STEEL CORPORATION IN CONNECTION WITH THIS DRAWING ARE SUBJECT TO CANAM STEEL CORPORATION'S STANDARD TERMS AND CONDITIONS FOR CANAM PRODUCT SALES. BY ACCEPTING THE PRODUCTS, THE PURCHASER ACKNOWLEDGES THAT THEY HAVE RECEIVED AND REVIEWED THESE TERMS AND CONDITIONS. THE ISSUANCE OF THIS DRAWING DOES NOT CONSTITUTE THE ACCEPTANCE OF A CUSTOMERS ORDER. © 2017, CANAM STEEL CORPORATION, UNAUTHORIZED USE OF THIS DRAWING AND INFORMATION PROVIDED HEREIN IS STRICTLY FORBIDDEN. CANAM'S ERECTION DRAWINGS HEREIN WERE PREPARED USING THE STRUCTURAL PORTION OF THE CONTRACT DRAWINGS AS ITS PRIMARY GUIDE AND USING THE ARCHITECTURAL DRAWINGS (WHEN PROVIDED) ONLY FOR MISSING INFORMATION OR FOR CLARIFICATION. CANAM DOES NOT ACCEPT ANY RESPONSIBILITY FOR DISCREPANCIES BETWEEN THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. II NOTE:- II ) TYPICAL HORIZONTAL BRIDGING TYPICAL WELDED DIAGONAL BRIDGING I TYPICAL HORIZ. BRDG. LAP CONNECTION THESE DRAWINGS ARE TO BE USED ONLY FOR THE ERECTION OF PRODUCTS SUPPLIED BY CANAM STEEL CORPORATION AS - INDICATED BY AN ERECTION MARK ON THE PLANS AND/OR SECTIONS. CANAM STEEL CORPORATION IS NOT RESPONSIBLE FOR HANDLING AND ERECTION OF MATERIALS IT SUPPLIES. THE DESIGN AND MANUFACTURE OF THE MATERIALS ASSUMES THAT THEY ARE HANDLED IN ACCORDANCE WITH ALL APPLICABLE LAWS AND REGULATIONS. CANAM STEEL CORPORATION IS NOT RESPONSIBLE FOR ANY MISHANDLING OR FAILURE TO PROPERLY ERECT THE MATERIALS. CANAM STEEL CORPORATION HAS NOT EXAMINED ANY FIELD CONDITIONS AND ASSUMES NO RESPONSIBILITY FOR ANY SITE CONDITIONS. PURCHASER MUST NOTIFY CANAM STEEL CORPORATION OF ANY DISCREPANCIES BETWEEN THE FIELD CONDITIONS AND CANAM STEEL CORPORATION'S FIELD USE DRAWINGS. ANY MODIFICATION OF MATERIAL SUPPLIED BY CANAM STEEL CORPORATION WITHOUT PRIOR WRITTEN CONSENT WILL AUTOMATICALLY RELEASE CANAM FROM ALL LIABILITY WITH RESPECT TO SUCH MATERIAL. LH SERIES I DLH-SERIES I CJ SERIES SEAT I JOIST I * SOMETIMES THE DESIGNS FOR THE JOIST BEARING SEATS MAY REQUIRE KEY NOTE I LH SERIES I 07-17 I 18-25 I DEPTH 2:5" I GIRDERS WIDER SEAT MATERIAL THAN THE MINIMUM BEARING SUPPORT WIDTHS SPECIFIED I 02-05 I I I I I ON THIS DETAIL. THEREFORE, IT IS RECOMMENDED THAT YOU CONSULT WI CANAM (A) I 2f' I 4" I 6" 4" I " PRIOR TO FABRICATION OR INSTALLATION OF JOIST BEARING SUPPORTS TO * (B) I 9* j 9" I CONFIRM BEARING WIDTH REQUIREMENTS. DRAWING LEGEND (00-0") = ELEVATION TC = TOP CHORD [01 = SEAT DEPTH (WHEN NON-STANDARD) BC = BOTTOM CHORD <0.0K> =AXIAL LOADS EOG = END OF GIRDER = ERECTION STABILITY BRIDGING EOJ = END OF JOIST (MUST BE IN PLACE PRIOR TO JBE = JOIST BEARING ELEVATION RELEASING HOISTING LINES.) DT = DANGER JOIST - NOT DESIGNED TO = POINT LOAD - AMOUNT WRITTEN SUPPORT AN EMPLOYEE WITHOUT ABOVE THE LINE BRIDGING INSTALLED. SEE ERECTOR 10- = MOMENT CONNECTION NOTES FOR ADDITIONAL INFORMATION. * = SPECIAL USE oxx = DENOTES JOIST CONNECTION TJ = TIE JOIST o xx = DENOTES GIRDER CONNECTION TOJ = TOP OF JOIST BOA = INDICATES X-WELDED BRIDGING TO BE = BACK OF ANGLE PLACED AT FIRST BOTTOM CHORD PANEL BOC = BACK OF CHANNEL POINTS. ALL OTHER X-WELDED ROWS TO FOW =FACE OF WALL BE EQUALLY SPACED BETWEEN THE FIRST IFW = INSIDE FACE OF WALL BOTTOM CHORD PANEL POINTS. U = EXPANSION JOINT = ELEVATION CHANGE VIF = VERIFY IN FIELD .!_. = MAY BE USED TO INDICATE BOLTED SEAT CONNECTION HORIZONTAL BRIDGING REMOVAL: ERECTOR NOTE: OF PANEL POINT ,,GREATER THAN 3 , t__(\TYPICAL G OF POINT LOAD REVISION NO. I DATE (A) 1/2 (A) MINIMUM BEARING / ' MAXIMUM PER SJI MINIMUM BEARING ON PLATE (UNO. ON SECTION SHEET j S SET) N THIS SEE __________ SEAT DEPTH JOIST TOP CHORD SECTION SHEET H IN THIS SET EXTENSION WHEN REQUIRED. - SUPPORTSHALL NOT BE I / LESS THAN (B) WIDE PERPENDICULARTO THE THE STEEL BEARING PLATE SHALL - END WEB MEMBER FROM THE FACE OF WALL AND LENGTH OF THE JOIST. BE LOCATED NOT MORE THAN CMU/ TILT (MAY VARY FROM WHAT IS SHOWN) SHALL NOT BE LESS THAN (B) PANEL ANGLE SHOWN , J WIDE PERPENDICULAR TO THE 1/2" MINIMUM (TYPE OF STEEL SUPPORT MAY VARY) LENGTH OF THE JOIST. OVER BEARING PLATE DESCRIPTION JOIST SEATS FABRICATED TO ALLOW FOR BOLTED ANCHORAGE ALSO REQUIRE A FINAL WELDED CONNECTION, BUT THE BOLTS SHALL BE INSTALLED. IF BOLTS ARE NOT INSTALLED, AND IF PERMITTED BY THE EOR, THEN THE INSIDE EDGE OF THE SEAT SLOTS MUST BE WELDED, AS SHOWN. ADDITIONAL WELD AS REQUIRED TO MEET THE TOTAL SPECIFIED SHALL BE PLACED AT A LOCATION ON THE EDGE OF THE SEAT AWAY FROM THE OUTER EDGE OF THE SLOT. I 2 1 01/25/2018 1 REMOVE DESIGN NOTE-7 I JISEAT DEPTH SEE SECTION SHEET IN THIS SET I lit rIkIa"'' CUT OUT EXISTING BRIDGING FROM SINGLE- JOIST SPACE ONLY AND INSTALL NEW X-WELDED BRIDGING AT EACH TOP AND BOTTOM CHORD BRIDGING ROW LOCATION ON EACH SIDE OF OPENING AS SHOWN ABOVE. IF DECK IS IN PLACE, NEW X-WELDED BRIDGING IS ONLY REQUIRED AT BOTTOM CHORD BRIDGING LOCATIONS. END WEB MEMBER (MAY VARY FROM WHAT IS SHOWN) ,112" MINIMUM OVER SUPPORT NOTE: X-WELDED BRIDGING SHOWN ABOVE IS NOT BY CANAM partFEEL MINIMUM JOIST BEARING DETAIL - 1L_ 1114%30 Manufacturers of United Steel Deck products PROJECT SAN DIEGO HAT LOT-7 MEZZ NAME: LOCATION: CARLSBAD, CA 9 USE TITLE: COVER & TYPI CAL DETAILS CUSTOMER: RAM STRUCTURAL STEEL - CANAM SAM SCHAFER PHONE: 623-386-1900 CONTACT: PLANT: BUCKEYE OF PANEL POINT 2 ANGLES, 1 EACH SIDE OF JOIST. ANGLE GREATER THAN 3" SIZE & WELD DETERMINED & SUPPLIED BY OTHERS. FROM LOAD POINT TO NEAREST OF POINT LOAD OPPOSING CHORD PANEL POINT. FOR NOMINAL CONCENTRATED LOADS BETWEEN PANEL POINTS, WHICH HAVE BEEN ACCOUNTED FOR IN THE SPECIFIED UNIFORM DESIGN LOADS, A "STRUT" TO TRANSFER THE LOAD TO A PANEL POINT ON THE OPPOSITE CHORD SHALL NOT BE REQUIRED, PROVIDED THE SUM OF THE CONCENTRATED LOADS WITHIN A CHORD PANEL DOES NOT EXCEED 100 POUNDS AND THE ATTACHMENTS ARE CONCENTRIC TO THE CHORD. WITH BOLTS IF BOLTS ARE REMOVED OR NOT USED DATE SENT FOR FIELD USE: 01/08/2018 DATE SENT FOR APPROVAL: 12/01/2017 TT SEETHE PROJECT SPECIFIC SECTIONS WITHIN THIS SET FOR EXACT JOIST PLACEMENT. THIS SECTION CONVEYS THAT SJI MINIMUM BEARING LENGTHS AND TYPICAL WIDTH ALLOWANCES SHALL BE RESPECTED UNLESS SPECIFICALLY COORDINATED OTHERWISE WITH CANAM. BOLTED X-BRIDGING REMOVAL NOTE: AFTER JOIST ERECTION BOLTED X-BRIDGING MAY BE REMOVED FROM A SINGLE JOIST SPACING. IF BOLTED X-BRIDGING REMOVAL IS REQUIRED IN TWO CONSECUTIVE JOIST SPACINGS CONTACT CANAM ENGINEER. SINGLE JOIST SPACE DISCONTINUOUS BRIDGING PLACEMENT TYPICAL INSTALLATION DETAIL FOR: JOIST REINFORCEMENT AT CONCENTRATED LOADS BOLTED JOIST CONNECTION DETAIL 5TEEL5E01( DRAWN BY; - DATE: - PROJECT#: DRAWING NO: LIsdiiiJ® DS 11/14/2017 j CHECKED BY: DATE: T08608 JEI .01 JT 01/08/2018 REFERENCE: 2017 CANAM STEEL CORPORATION, UNAUTHORIZED USE OF THIS DRAWING AND INFORMATION PROVIDED HEREIN IS STRICTLY FORBIDDEN NORTH REFER TO SHEET JEI .01 FOR GENERAL NOTES 7'-0" 1. 7'-0" L 7'-0" (6,3/2) 'r' I I (6,3%) r W12x14 I (6 ) 2 W21x44 W16x26 ____________ _____________ I . 0 ____________ _____________ W1Sx4O %31/) (6,3%) W16x: (6%,31A) (5 I I I I I l I I I I I I u_I LL —31 I I I ._!,I I I 1 12 I I I I u_ L1 fl I __ Cl)Z--d _____ _ co I 24LH(1O48(733)- FJ-1 W12x14 I 24LH(1O48733)- FJ-1 • W12x14 00 izI JI _____________ ________ TYP. I I 24LH(1048F733) - FJ-1 24LH(1044733)- FJ-1 _________________________ t1I- (0 W12x14l 'W.) I H5 I W1x14 (0 F-. - ------ l l I I I --- =— =-- - 1 I I I I I _J 04 I I i -J (0 tI I I I 'TI I I I I c\II I I I I N i CNI I I I (NI '-I It, TYP U,1 WI •I N) N) & I I I CO I ..i UNO -) F-' -1 '-I c-'I 'i-I '-I 'I-I C'I C.J _) I- -) I -, I Ell I A ] ii • W24x55 24x55 : W24x55 0. W16x31 ______________________________ (7,3%) I • (7,3%) (73% - W24x55 (731/ - - 9 W12x14 CN >< 4( 5 ' <5) I-) LU I U S LLI I I I I -I LII I I I I LII 24LH(1O48I733)-_FJ-1 ____________________ __________________ (0 (0 I 24LH( 1O48L33)FJ1 __________________ _________________________ (0 (0 (04 0 I co (01 CO 'T 0 - - - - - - - - 00 - - - (01 I t col H5 I---------- - - ------ -------- - - - - - -1 ------ - - - - _ - - - - 'T I I I I 'TI (NI (NI I I I I ci CN 0 N TYP. cI 0 N c) UNO'I i2I 1 I I I-I '- '- -,l -I (3 W2lx4 4NT ____ Io ® I I I-, K1. W21x44 ___________ ___________ ___________ ____T ____ ____ W21x5O W21x5O ________________________________________ _________________________________________________ i (6%.3%) I - W2lx44 I _____ W21 X50 (6%,3%) I I • I ____________ ____________ I (6%,3%) I _____________ ____________ _____________ ____________ _____________ _____________ (6%,3% II - i (6%.3%) I ______ -- '- (N x >< >< C'sI (N 'T W14x22 4'8" 7'-0Y" c,J 9 - I I .I I I ,1 I I I 1 ' 'I in I I i cN I I I I I I I I LL C' LL ___ ____ _____ _____ __________ ____ __ 'I 9) 1 2OLH(10481733)-FJ-2 I 2OLH(1O48-FJ-2 I 2OLH(1O48733)-FJ-2 I I 2OLH(1048/ 33)-FJ 2 , (N ____ c,I (0I, 400 I H4 l I 4 = = = = = = = ____ =F = = = = = = = = ____ = = = = = = = _______ = = = = = = = = =1 :i = = o 'TI 402 i 00 401 -14;2 u1 .-I 4 - ,-1 r)I -I c01 14? NI 1) cIa MI -I jI ol 'I " 'I Th 'I 'I Th 1F- Th Th Th - 'I uP- (Nl\ .11 (NI 'I. _______ I •1• _______ I I I i 1 I j i IW14x22 I _______ 'I. I _______ I I 30'-0" 5 6'-11 /8" 7'-0" 7'-0" j. 28'-O" 4 @ 7'-O = 28'-0" FF 00 UJ TYP. UN _ <1 ~ I -~e 20'-0 5'-O" 5'-0" 20'-O" 5'-O" _5'-O" _20'-O" 15'-O" 4 @ 7'-4 = 29'-4" 1 @ 7'-4" = 29'-4" 4 @ 6'-4" = ____ 8'-O" 29'-4" 29'-4" 25'-4" Ell FLOOR JOIST FRAMING PLAN REF: 5-3.0 SPACE TOP CHORD BRIDGING EQUALLY BETWEEN SUPPORTS JOIST LEGEND = ON PLAN INDICATES ~ON E ROW OF HORIZONTAL BRIDGING TOP AND BOTTOM CHORD. L IF X-WELDED 'TERMINATION' BRIDGING IS REQUIRED, ALIGN WITH TOP & BOTTOM CHORD BRIDGING. kLIGN BOTTOM CHORD BRIDGING wf EQUALLYJ SPACED TOP CHORD BRIDGING ROWS - JOIST MK'D MOMENT OF INERTIA (InM) FJ-1 450 FJ-1A 675 FJ-IB 675 FJ-2 300 FJ-2A 450 FJ-2B 450 - EQUAL SPACES EQUAL SPACES - .-X-BOLTED BRIDGING LOCATION r / a L L TA.U' GN ALIGN W/ TOP RJ IF BOLTED BRIDGING IS REQUIRED, SPACE BRIDGING AS SHOWN. A FALL CAUSING SERIOUS INJURY OR DEATH MAY RESULT FROM FAILURE TO FOLLOW ALL SAFETY PRECAUTIONS Column joists with this tag HAVE NOT been designed to support an employee without bridging installed. The Column joists with this tag ARE NOT OSHA COLUMN JOISTS DESIGNED FOR STABILITY PIECEMARKED END IS TAG END ON PLAN ® DENOTES JOIST CONNECTION (TYPE SEE JE4.01) HORIZONTAL BRIDGING: = = = = Hi =L 1 "xl "xO. 109 H2=L1 114"xl 1/4"xO 109 H3=L1 1/2"x1 112"xO 109 H4LI 314"xl 314"x0.109 H5=L2"x2"x0. 125 H6L2 112"x2 1/2"x0.156 SEE JE1 .01 FOR SECTIONS TYPICAL BRIDGING SPACING DETAIL N.T.S. per Subpart R 1926.757 (3). Special erection methods MUST be incorporated. DO NOT allow employees on joists with this tag until adequately stabilized. REVISION NO. DATE DESCRIPTION 1 01/10/2018 REVISED PIECE MARKS FOR BRACE LOAD &A F\\,fl Ja\ P\-q/ 4. WELDED X-BRIDGING: 400 - 799 SEE JEI.01 FOR SECTIONS 5. COLUMNS = HSS6x6 TYP. ItiJ]IuiI Li DATE SENT FOR FIELD USE: 01/08/2018 DATE SENT FOR APPROVAL: 12/01/2017 ,It I T'%In BUILDINGS Manufacturers of United Steel Deck products PROJECT SANDIEGOHATLOT-7MEZZ. LOCATION: CARLSBAD, CA J TITLE: FLOOR JOIST FRAMING PLAN CUSTOMER: RAM STRUCTURAL STEEL ANAM CONTACT:SAMSCHAFER PHONE:623-386-1900 PLANT: BUCKEYE (jjcIF I DRAWN BY: DATE: PROJECT#: DRAWING NO: Lscli_J DS 11/14/2017 CHECKED BY: DATE: T08608 JE2.0 I JT 01/08/2018 0 2017 CANAM STEEL CORPORATION, UNAUTHORIZED USE OF THIS DRAWING AND INFORMATION PROVIDED HEREIN IS STRICTLY FORBIDDEN. Ii DESIGN JOIST SEAT FOR II Ii AXIAL TRANSFERS TI-/RU DECK II DESIGN JOIST SEAT FORE PL. 3/16"x7 NOT BY CANAM Ii AXIAL TRANSFERS THRU AXIAL TRANSFERS THRU SEAT ALONG GRID-E SHORT BEARING ii DIAPHRAGM NEAR GRID-G ii SHORT BEARING SLOTS FOR 3/4" DIA BOLTS TIE PLATE ii SLOTS FOR 3/4" DIA BOLTS @4" GA. AXIAL TRANSFERS THRU SEAT AXIAL TRANSFERS THRU SEAT ALONG GRID-E PL. 3116"x2" NOT BY CANAM @" GA. EOJ SLOTS FOR 3/4" DIA BOLTS EOJ ss PLAN 114" 2" - 1" 1/4' 2" SEE PLAN 2" AXIAL LOAD @4"GA ____________ ___________ AXIAL LOAD AXIAL LOAD EOJ - '' — WHERE SHOWN ON PLAN I " 2" AXIAL LOAD 1/4" _____ SEE PLAN PL. 3/16"x2" _____ _________ 2" NOT BY CANAM I .4 . AXIAL LOAD AXIAL LOAD I I 1 AXIAL LOAD AXIAL LOAD _____ _____ _____ _______ I I ____________ ____________ ,,/' 2" • /2 ____ _____ _____ ____________ NNNLHOIS _ _ LB-JOIST BEAM L-1 j --1 001 LH-JOIST L6x4 (LLV L6x4 (LLV) 0 0 I Li BRACEWALL LH-JOIST NOT BY CANAM 4 4" NOT BY CANAM BEARING PLATE '•"i' NOT BY CANAM .• *LBY BEAM NOT DO NOT WELD LI-I-JOIST _ LIST ANG LE I I BY CANAM .4 . DO NOT WELD 4 4. '.4 I BEAM ___________ ____________ ______________ PL. NOT BY CANAM 11/2" ______ PLNOTBYCANAM .4 _ 4 —-Nr BRAE S MAX. SEAT WIDTH BEAMS NOT BY CANAM COLUMN _________________ (ALONG GRID LINE F ONLY) JOIST SEATFORII Ref: 8/SD- 2 Ref: 12,17/SD-2 Ref: 2,2A/SD-21 N Ref: 13/SD-2 I 1DESIGN SHORT BEARING Pet 21/SD-2 II ii AXIAL AXIAL TRANSFERS THRU n _ TIE PLATE TIE PLATE I _ JOIST SECTION-I _ JOIST SECTION-2 I JOIST SECTION-3 I JOIST SECTION-4 JOIST SECTION-5 JOIST SECTION-6 1 II DESIGN JOIST SEATFORII JOIST SEAT FOR d AXIAL TRANSFERS THRU SEAT ALONG GRID-E H SHORT BEARING 1DESIGN SHORT BEARING SLOTS FOR 3/4" DIA BOLTS CONT. PL. 3/16"x2" @4" GA. ? - RE AXIAL TRANSFERS THRU SAT II PL 3116"x2" NOT BY CANAM NOT BY CANAM SLOTS FOR 3/4" DIA BOLTS 1/4" 2" i- .- SLOTS FOR 3/4 DIA BOLTS SLOTS FOR 3/4 DIA BOLTS EOJ @4" GA. 3/8"BENTSTEELPLATE .JL AXIAL LOAD @4 GA @4"GA. SEE PLAN NOT BY CANAM AXIAL LOAD ___ _____ _______________ _______________ 4 2" AXIAL LOAD 4 . . I I LH-JOIST LHOIST i2J"I LH-JOIST BEAM GA LHJOIST L6x4 (LLV) LH-JOIST JBEAMGA 4 NOT BY CANAM A 4 x BEAM NOT UESD 42.7 I WALL -, 4 NOT BY CANAM I I I 1 1/2" NOT WELD ~DO NOTBYCANAM : ' 4 JOIST COLUMN~ - IIDESIGNJOISTSEATFORII — - COLUMN COLUMN SHORT BEARING I Ref: 13AISD-21 MAX. SEAT WIDTH 6" II Ref:11/SD-2 Ref: NOT PROVIDED Ref: NOT PROVIDED I Ref; 23/SD-8 1 NOTE: AXIAL TRANSFERS THRU THIS CONDITION ONLY APPLIES WHERE C.L. L TIE PLATE 11 I AXIAL TRANSFERS THRU ii OF JOIST TO PANEL EDGE IS LESS THAN 6" I JOIST SECTION-71 TIE PLATE JOIST SECTION-8 I JOIST SECTION-9 1 JOIST SECTION-1O I JOIST SECTION-Il I JOIST SECTION-I2 I 1w 1w BUILDINGS Manufacturers of United Steel Deck products PROJECT NAME: SAN DIEGO [ö7zz. 0 2017 CANAM STEEL CORPORATION, UNAUTHORIZED USE OF THIS DRAWING AND INFORMATION PROVIDED HEREIN IS STRICTLY FORBIDDEN.