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Report 13vPao18 - 00 ! g S ciai-\\. cLk...) ‘ ,),t__ %, \c‘i--,6),\N- c___3 cat '+j�� : na onn siunInt i n g 4ang :0 August 20, 2018 OF'B'd !r it ay a ti rc ects 71 Columbia Street Suite 500 Seattle, WA 98104 RE: Tigard High School Modernization PROJECT ADDRESS: 9000 SW Burham Rd Superstructure Plan Check Comments Catena Project No.: 2017054.00 Dear Caroline: This letter contains our responses to the superstructure plan check comments prepared by Rogers Engineering for the Tigard High School Modernization project. For your convenience, we have included the plan check comment in italics preceding our response. We have also included supplemental calculations that complement revisions to the drawings that have /II occurred since the initial permit submittal on 6/19/18. Item #1: Calculations pages G 12-G 142 are duplicated on pages G143-G273. Several beams have been omitted from the calculations. Some beam designations on the schematic drawings are not legible. A review of this section cannot be completed. OSSC Sec. 1604.1 Response: Correct,those pages were inadvertently duplicated.We don't believe beam calculations were omitted. Please notify us if additional calculations are needed. A PDF copy of the calculations was shared with you. If certain tags are still illegible, please let us know. Item #2: Calculation page G 137 evaluates a W21 x50 beam for SB 2-37. This does not match sheet S2.21. OSSC Sec. 1603.1 Response: See attached calculations. Item #3: Calculation page G6 shows beam SB 2-148 as HSS 12x6x 1/2. This does not match sheet S2.21. OSSC Sec. 1603.1 Response: See attached calculations. Item #4: Several beams in the calculations shows studs, which are omitted from the f,- drawings. Provide updated plans coordinated with the calculations. OSSC Sec. 1603.1 1500 ne Irving street - suite 412 - portland oregon 97232 - x.503.467i 4980 - 503.467.4797 August 20, 2018 Page 2 Catena Project No.: 2017054.00 • Response: Per note 1 on 2/S6.51,where no number is given, provide studs @ 12" o.c. Item #5: Beams on calculation page G275, grid SO are not legible. If individual calculations for these beams are in the calculation, they couldn't be located. OSSC Sec. 107.1 Response: Refer to page G309 for SB 2.11.0.2.1-4 and page G296 for SB 2.11.0.0.2-6.See attached for beam 2.12-20 and SB 2.11.2-5. Item #6: Calculation page G276 shows beam SB 2.11.1.0.0.1-17 and SB 2.11.1.0.0.1-18 as W21 x57. This does not match sheet S2.53. OSSC Sec. 1603.1 Response: See attached calculations. Item #7: Calculation pages G278 and G346 show beam SB FRM 191-97 as W18x35. This does not match sheet S2.53. OSSC Sec. 1603.1 Response: See attached calculations. Item #8: Calculation pages G278 and G347 show beam SB FRM 191-96 as W18x35. This does not match sheet S2.53. OSSC Sec. 1603.1 • Response: See attached calculations. Item #9: Framing at grid S4-S5, SA-SB of calculation page G278 does not match sheet S2.53. Provide revised plans or calculations. OSSC Sec. 1604.4 Response: See attached calculations. Item #10: Calculation pages G22283 and G284 show W21x44 means at grid NE. This does not match sheet S2.32. OSSC Sec. 1603.1 Response: See attached calculations. Item #11: Calculation page G283 shows beams SB 3-166 and SB 3-169 as W21x44. This does not match sheet S2.32. OSSC Sec. 1603.1 Response: See attached calculations. Item #12: Calculation page G285 shows beam SB3-157 as W 12x 19. This does not match sheet S2.31. OSSC Sec. 1603.1 Response: See attached calculations. • 1500 ne Irving street - suite 412 - portland oregon 97232 - 503.467.4980 a 503.467.4797 August 20,2018 Page 3 • Catena Project No.: 2017054.00 Item #13: Grid N 11 on calculation page G285 does not appear accurate. Provide clarification. OSSC Sec. 107.1 Response: Grid N9 is inadvertently labeled as Grid N11. Item #14: Many of the studs for beams on calculation pages G370-G 375 have been omitted from the drawings. Provide revised plans or calculations. OSSC Sec. 1604.4 Response: Per note 1 on 2/S6.51,where no number is given, provide studs @ 12" o.c. Item #15: Calculation page G729 evaluates a 6-3/4x16-1/2 glulam. Where are the calculations for the beams at grid C6-C7, CC? OSSC Sec. 1604.4 Response: See attached calculations. Item #16: Calculation page G732 evaluates a HSS 4x4x 1/4 for detail 5/S7.02. This does not match the detail. OSSC Sec. 1603.1 Response: See revised drawings which show an HSS instead of an angle. In addition,the 4x4 was revised to a 4x3 for architectural reasons -revised calculation is attached. • Item #17: Calculation Ca cu anon page G745 specifies 36 studs for the W24x76 beam. This does not match sheet S3.02. OSSC Sec. 1603.1 Response: See revised drawings which shows 36 studs for the W24x76 on sheet S3.02. Item #18: Calculation page L6 shows the roof beam for braced frame S10 as W16x50 and floor beam as W21x62. This does not match detail 13/S3.01. OSSC Sec. 1603.1 Response: See attached calculation. Item #19: Calculationa e L6 shows the roof beam for bracedframe g S2 as W16x50 and floor beam as W16x77. This does not match detail 9/S3.02. OSSC Sec. 1603.1 Response: See attached calculation. Item #20: Calculation page L 10 evaluates W2 1x44 collector beams for grid SO. Sheet S2.54 shows a W16x36 at the braced frame. Provide clarification. OSSC Sec. 1604.4 Response: W16x36 is shorter and has higher axial capacity than W21x44. W21x44 has an axial DCR less than 0.1. By inspection,W16x36 is good as a collector beam on Grid SO. • o%crate ta..a...e,en,enL 1500 ne Irving street - suite 412 - portland oregon 97232 A 503.467.4980 - 503.467.4797 August 20, 2018 Page 4 Catena Project No.: 2017054.00 Item #21: Calculation page L14 evaluates a W18x35 collector at grid SJ-SM and W 12x 19 collector at grid SNOSO. This does not match sheet S2.54. OSSC Sec. 1603.1 Response: Refer to supplemental lateral calculations page S9 dated 6/19/18 and attached calc for collector beam on Grid S8. Item #22: Calculation page L16 shows W 16x31 collector for grid N5. This does not appear to match sheet S2.22. Provide clarification. OSSC Sec. 1603.1 Response: Refer to supplemental lateral calculations page S3 dated 6/19/18 and attached calc for collector beam on Grid N5. Item #23: Calculation page L17 shows W21x44 and W16x50 for grid NE. Clarify how this corresponds to the plans. OSSC Sec. 1603.1 Response: Refer to supplemental lateral calculations page S5 dated 6/19/18 and attached calc for collector beam on Grid NE. Item #24: Where are wood shear walls specified on the drawings? OSSC Sec. 1603.1 Response: See revised drawings which specify wood shear walls on sheets S2.11 and • S2.71 -plan note twelve(12) references the shear wall details. Additional detail cuts are also shown on S2.72. Item #25: Where are details on calculation page L167 shown in the plans? OSSC Sec. 1603.1 Response: See revised drawings which include a detail for the calculations on pages L167 and L168. Requested detail is 5/S7.56 and it is cut on S2.21. -Item #26: Where are •- •, .. • •- •• -9 - - . • •..-- .• and L I73 shown on the plans? OSSC Sec. 1603.1 Response: See revised drawings which include holdown information. S2.11 and S2.71 show the holdown locations-plan note sixteen (16)references details and framing requirements. Item #27: Where is the information on calculation pages L179-L181 shown on the plans? OSSC Sec. 1603.1 Response: Location of temporary bracing is shown on S2.11 -grid CD at grids Cl and C2. Details are cut on S2.11 and S2.21. • 1500 ne Irving street t suite 412 a Portland oregon 97232 503.467,4980 t 503.467.4797 August 20,2018 Page 5 • Catena Project No.: 2017054.00 Item #28: Calculation page M2 shows a leader note near grid N4 (detail 1) specifying 600S 162-43 studs. Provide clarification. OSSC Sec. 107.1 Response: These are type 5 studs per the calculations and are 600S137-33 studs. Annotation with leader was from previous drawing iteration prior to finalizing stud calculations. Item #29: The stud type on calculation page M7, detail 10 is not legible. OSSC Sec. 107.1 Response: More legible elevation is shown in attached calculations. Item #30: Calculation page M9, detail 4 does not specify a stud type. OSSC Sec. 1603.1 Response: See attached calculations. Note that detail 4 has been split into(2) elevations and stud type 19 has been added. Item #31: Where is the information from calculation pages M39-M42 shown on the plans? OSSC Sec. 1603.1 • Response: Information from M39-M40 is shown on 4/S3.11. Information from M41-M42 is not used. Item #32: Clarify the location of members design on calculation pages M44 -M 104. OSS Sec. 1603.1 Response: Members from M44-M63 are shown on 3/M3(5/S3.11), 3/M4(3/S.12) and 4/M4(4/S3.12).Members from M64-M72 are shown on 7/M5(7/S3.12). Members from M73-M81 are shown on 10/M5 (10/S3.12).Members from M82-M89 are shown on 2/M8 (2/S3.14). Members from M90-M98 are shown on 8/M2 (8/S3.11). Members from M99- M104 are shown on 1/M8(1/S3.14). Item #33: Calculation page M 147 references sheet S2.31 for support members. Clarify the member locations. OSSC Sec. 1603.1 Response: See S2.31 near grid C3.5 between CE.5/CF, CD/CD.5, and CB.5/CC. HSS6x4x1/4 was used in lieu of HSS4x4x1/4 which is shown in the calculation. Item #34: Calculation pages M151, M 154, M 158, and M161 specify the channel as A992 grade steel. Sheet S0.02 specifies A36. Provide clarification. OSSC Sec. 1604.2 Response: See revised calculations. Bending does not control. • 1500 ne Irving street suite 412 portland oregon 97232 503.467.4980 503.467.4797 August 20, 2018 Page 6 Catena Project No.: 2017054.00 • Item #35: Calculation page S14 shows a W16x36 for grid Cl and W18x35 for grid C6. Clarify where these beams are located on the plans. OSSC Sec. 1603.1 Response: See attached calculation and revised drawings. On Grid Cl,W18x35 is the collector beam in between CB and CC. On Grid C6,W18x35 is the collector beam on between CD and CE. Item #36: Calculation page S19 evaluates a boxed girder for frame CB.7, Where is tp specified on the plans? OSSC Sec. 1603.1 Response: Frame CB.7 is configured as a multi-tiered braced frame per 4d of Section F4 of AISC 341-16 (multi-tiered BFs are not addressed in 341-10,therefore 341-16 was used). The WF 'strut' is boxed to achieve required ry.tp is the plate thickness which is shown on detail 7/S6.13. Item #37: Where is the ledger splice on calculation page S27 shown in the plans? OSSC Sec. 1603.1 Response: See revised drawings-ledger splice information is noted on 1/S7.56. Item #38: Calculation page S28 specifies diaphragm blocking in (7) cavities and (10) 411 cavities on calculation page S29. Where is the blocking show in the plans?OSSC Sec. 1603.1 Response: See revised drawings which show straps and blocking on S2.72 with keyed note 7. Details 1,2, 3,and 4/S7.56 show the strap and blocking and reference 7/S7.56 which requires the blocking to be provided for the length of the strap. Blocking length of ten (10) cavities was further explored and it was determined that only 14 feet of sub diaphragm is required to transfer the jamb stud anchorage loads. See attached calculations. Item #39: Provide calculations for columns and baseplates. OSSC Sec. 1604.4 Response: See page G720-G727 for column calculations. Column name indicate grid reference. In the original table, an error message is shown for column SC S3/SM.6.This column is a lateral column of BRB on Grid S3,which is checked with lateral calculation. See attached calculation for newly-added columns and column size changes since permit set and baseplate calculation. Item #40: Provide calculations for bolted and welded connections. OSSC Sec. 1604.4 Response: See attached calculations for typical bolted connections at gravity beams. Welded connections are checked at specific locations where it is used on page S3, S9 and S14. Lateral connection calculations were provided in original calc package. • 1500 ne Irving street suite 412 portland oregon 97232 503.467.4980 503.467.4797 1 August 20,2018 Page 7 • Catena Project No.:2017054.00 Item #41: Provide calculations for the canopies on sheet S4.01. OSSC Sec. 1604.4 Response: See attached calculations. Item #42: Sheet S2.31 references detail 6/56.10 at grid CD. The detail has apparently been omitted. OSSC Sec. 107.1 Response: See most current sheets. We hope that this information clarifies the project documents satisfactorily. Sincerely, SUC T 1 4c . zig 41A. ,:f = III f y 4 40 . . ., .4 v.._ , ..„.. V 6**It itt01 " V •:0613012020 Jason M.Thompson, S.E. Avery Morris, S.E. Principal Associate III U,,,,:irc.,,q' -tffi ff,Nes Of fooffff.f,:flet Iffrilf 1500 nerving street ., suite 412 - poriland oregon 97232 - 503.467.4980 - 503.467.4797 • Project TIGARD HIGH SCHOOL 2036135 ar Tekla' : _— ._..._. --.. .. ...__ ....... __..... —_ .... -. .JO:a:, ---- Sheet nu. I'IGARD HIGH SCHOOL Page 112 structural Designer Catena Consulting Engineers PC 8/13/2018 SB 2-37 N8 ITEM#2 N9 32'e" A 24'0" 10'10 11/16" 10'10 11/16" 10'10 11/16" 77"37-11-.f 3-. 3_7--1 +--3--1--34 F s 3-_-3--1--i---3-£--3--i- E E _...t__3--7"4-7-1-7 t-r-+-t r t . -. _r I y — - 6 3J2" A (SB 2-37)A-A 32'B" St. 2 UPPER LEVEL); iB 2_37 W 21344 A992-50 14E2 Ipsfcroled q 4 @ 1' Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] SO" 32'8" 46 1 8 33/64" Static Summary W 21x44(46(46))C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.597 Pass Classification 12 Compact - - - Pass Vertical Shear 13 40.5 217.4 kip 0.186 Pass Flexure 13 426.2 644.2 kip ft 0.662 Pass Connector Resistance 12 15 46(46) - Warning Deflection Slab 12 0.318 1.633 in 0.195 Pass Deflection Dead 12 0.150 1.089 in 0.138 Pass Deflection Live 12 0.422 1.089 in 0.388 Pass . Deflection Post Composite 12 0.572 1.089 in 0.525 Pass Deflection Total 12 0.890 1.633 in 0.545 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 19.9 217.4 kip 0.092 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 213.7 357.7 kip ft 0.597 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required • Tekla Structural Designer,version: 18.0.2.5 PC1 Prc:ict Joh fief. • TIG RD'€iIGHSCH SCHOOL 2016135 s u...aie Suet nc. TIGARD HIGH SCHOOL Page 2J2 Structural * ',loner .a.:.by :=Date Catena Consulting g Engineers JY 81131201B Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Total 1 0.615 1.633 in 0.376 Pass • Tekia Structural Designer,version: 18.0.2.5 • PC2 • -Eru:ert sob Ret. 'PIGRRG HIGH SCHOOL ..........?026135 Alir Te ka e St "L9 I Designer`; TIGARD HIGH SCHOOL. Page 1j1. Ca,c by Oak, Catena Consult-R-13 Engineers 1Y 8/1.3/201£3 SB 2-148 Static ITEM#3 Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 84.2 kip 0.061 Pass Flexure Major 14 35.3 139.5 kip ft 0.253 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.058 - in - - Deflection Slab 12 0.000 1.375 in 0.000 Pass Deflection Dead 12 0.239 0.917 in 0.261 Pass Deflection Live 12 0.000 0.917 in 0.000 Pass Deflection Total 14 0.590 1.375 in 0.429 Pass • IIITela Structural Designer,version: 18,0.2,5 PC3 I Project lob Ref • TIGrr D HIGH SCHOOL 2016135 AY Tekla St e,ctim, ....._. Shoe., TIGARD rASH SCHOOL Page 1,11 Ca1.by Hat Catena Consulting,Engineers JY tJli=11?.tit SB 2.11.2-5 Static ITEM#5 Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 12.6 217.4 kip 0.058 Pass Flexure Major 14 115.1 276.6 kip ft 0.416 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Slab 12 0.000 1.394 in 0.000 Pass Deflection Dead 12 0.203 0.929 in 0.218 Pass Deflection Live 12 0.000 0.929 in 0.000 Pass Deflection Total 14 0.492 1.394 in 0.353 Pass SB 2.12-20 Static III Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 14.9 217.4 kip 0.069 Pass Flexure Major 14 136.6 284.5 kip ft 0.480 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.287 0.930 in 0.308 Pass Deflection Total 14 0.576 1.394 in 0.413 Pass Tekla Structural Designer,version: 18.0.2.5 III PC4 • Prc;ect job,Ref. �l+�� T3GFzRD HIGHSCHOOL2016135 ar 3bcet no. tructU j Designer TIGARD HIGH SCHOOL page 1/1 Ca a..by Dari. Catena Comulting Engineers 1Y 8613/2018 SB 2.11.1.0.0.1-17 Static ITEM#6 Summary W 21x44 C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 27.0 217.4 kip 0.124 Pass Flexure Major 14 227.6 357.7 kip ft 0.636 Pass Torsion No Significant Forces - - Not required Deflection Slab 12 -0.607 2.071 in -0.293 Warning Deflection Dead 12 0.470 1.380 in 0.340 Pass Deflection Snow 12 0.692 1.380 in 0.000 Pass Deflection Total 1 1.392 2.071 in 0.672 Pass III SB 2.11.1.0.0.1-18 Static Summary W 21x44 C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 24.6 217.4 kip 0.113 Pass Flexure Major 14 217.8 357.7 kip ft 0.609 Pass Torsion No Significant Forces - - Not required Deflection Dead 12 0.360 1.380 in 0.261 Pass Deflection Total 1 1.282 2.071 in 0.619 Pass IIITekla Structural Designer,version: 18,0,2.5 PC5 Praect {job Re? i'{GRt;D Iii {{SCHOOL 2026135 0 Structural Designer 00080 HIGH SCHOOL. €e 1/1 Cal,:..by Date Catena Consulting Engineers 1Y' 8J13f201A SB FRM 191-97 Static ITEM#7 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.3 106.0 kip 0.088 Pass Flexure Major 14 65.5 165.7 kip ft 0.395 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.062 - in - - Deflection Dead 12 0.317 0.934 in 0.339 Pass Deflection Total 14 0.767 1.401 in 0.548 Pass III T ekla Structural Designer,version: 18,0.15 • PC6 S 'P,„ce TIGARD HIGH SCHOOL ;Jolt Set 2016135 air Tekla ... Structural Designer TIGARD HIGH SCHOOL Page 11.1 At 8,513/2018 Catena Consulting Engineers SB FRM 192-96 Static ITEM#8 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.1 106.0 kip 0.086 Pass Flexure Major 14 63.9 165.7 kip ft 0.386 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 in - - Deflection Dead 12 0.317 0.934 in 0.339 Pass Deflection Total 14 0.747 1.401 in 0.533 Pass • • Tekla Structural Designer,version: 18,0,2,5 PC7 ricrac HIGH SCHOOL 2016135 • Teida ... . Sh,ot no Structural Designer TIGARD € SCHOOL L ras. 1/) UK: y Df Catena ConsultingCngsneer .1Y 8113/2018 SB FRM 54-69 on Grid SA between Grid S4 to S5 ITEM#9 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 17.1 159.3 kip 0.107 Pass Flexure Major 14 105.6 249.4 kip ft 0.423 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.033 - in - - Deflection Dead 12 0.432 0.932 in 0.464 Pass Deflection Total 14 0.752 1.398 in 0.538 Pass SB FRM 254-4 on Grid SB between Grid S4 to S5 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.3 159.3 kip 0.077 Pass Flexure Major 14 83.4 249.4 kip ft 0.335 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.033 - in - - Deflection Dead 12 0.265 0.932 in 0.284 Pass Deflection Total 14 0.582 1.398 in 0.416 Pass Tela Structural Designer,version: 18.0.2.5 • PC8 • Vraectipb,rtrf. TIGARD HIGHSCHOOL 2016135 ►Tekla rsc,u�e_. Sheet amu. T1GARD HIGH SCHOOL. Page 1/1 Structural Designer Casa.by Cate Catena Consulting Engineers JY 8/13/2018 SB 3-44 on Grid NE between Grid N2 to N3 Static ITEM#10 Summary W 16x50 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.3 185.8 kip 0.071 Pass Flexure Major 14 141.5 285.0 kip ft 0.496 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.115 - in - - Deflection Slab 12 0.001 1.633 in 0.001 Pass Deflection Dead 12 0.524 1.089 in 0.481 Pass Deflection Live 12 0.001 1.089 in 0.001 Pass Deflection Total 14 1.082 1.633 in 0.663 Pass SB 3-49 on Grid NE between Grid N4 to N5 Static Summary W 16x50 III Design Condition # Design Value Design Capacity Units U.R. Status Not Axial Classification Unknown required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.1 185.8 kip 0.071 Pass Flexure Major 14 140.0 285.1 kip ft 0.491 Pa55 Torsion No Significant Forces - - . Not required Deflection Self weight 1 0.114 - in - - Deflection Slab 12 0.001 1.633 in 0.000 Pass Deflection Dead 12 0.519 1.089 in 0.477 Pass Deflection Live 12 0.001 1.089 in 0.001 Pass Deflection Total 14 1.071 1.633 in 0.656 Pass SB 3-53 on Grid NE between Grid N5 to N6 Static Summary W 16x50 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.2 185.8 kip 0.066 Pass Flexure Major 14 129.0 291.5 kip ft 0.443 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.100 - in - - Deflection Slab 12 -0.001 1.633 in 0.000 Pass Deflection Dead 12 0.475 1.089 in 0.437 Pass • Deflection Live 12 -0.001 14 0.977 1.089 in 0.001 Pass Deflection Total T Structural[ si rc4:,5Wsio ;13.0.2.5 PC9 i Project !tab Rat. • T3GF3t4 HIGH SCHOOL 201613 Structural 0` .t C T3GAfi7 HIGH SCHOOL OL Page 1/1 (a.c.b1 i Date Catena Cczr�so t ng Eng.nente 1Y 8/13/2018 SB 3-166 ITEM#11 Static Summary W 12x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.3 105.3 kip 0.003 Pass Flexure Major 14 0.8 213.7 kip ft 0.004 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.000 0.363 in 0.000 Pass Deflection Total 14 0.002 0.544 in 0.003 Pass SB 3-169 Static Summary W 12x40 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.3 105.3 kip 0.003 Pass Flexure Major 14 0.8 213.7 kip ft 0.004 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.000 0.363 in 0.000 Pass Deflection Total 14 0.002 0.544 in 0.003 Pass Telda Structural Designer,version: 18.0.2.5 III PC10 ---s, Subject: By: catena : on ng si un,n,ei nr gs Project: THS No: 20ifli; Cle Page: Date: J I ,i./13,:nb r r ITEM#12 ‘‘,,,A)IuWV1 kkatill;1 C,ti2 x- 2 r., k„,,, t4 Y: i 0-1 .z,,,, o.44 I ! 2P1' , i ,. e /0 ei X ,e---- \ 17)rl ,,n— —-4* „... -• ' • -..' X — - - - --- — ' 7:1 1.,°3 K In to) -,— •k..t, t 1 1 ,—.47, ---- = ——— --- 174(; ' > 4,3- r 0.t.;*7 ,11 .„,.....-.. 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' .........*m.'.''*** ITEM#18 & 19 Axial(Overstreng[h) Moment Demand(kip-ft) BEAM Design Capacity DCR Roof(kip-ft) 2nd Floor(kip-ft) Roof 2nd Floor Roof 2nd Floor Roof 2nd Floor Braced Frame Roof(k) 2nd Floor(k) Dead Live Snow Factored Total Dead Live Snow Factored Total Size Length Size Length Comp Axial Moment Axial Moment Axial Moment Total Axial Moment Total N9 1/3.01 135.0 251.6 3.5 2.4 5.18 7.5 7.1 17.2 W16x45 16.4 W16x45 16.4 C 480 308.6 480 308.6 0.28 0.02 0.30 0.21 0.06 0.27 N11 2/3.01 100.3 235.6 7.4 7.2 11.38 12 9.2 25.3 W18x50 18.63 W18x50 18.63 540 141.6 540 150 0.19 0.08 0.27 0.44 0.17 0.61 Cl 3/3.01 N/A 110.5 0.00 13.7 9.8 20.4 0 W16X40 13.67 0 423 273.7 N/A N/A 0 0.26 0.07 0.34 C5 4/3.01 N/A 161.8 0.00 10.9 9.9 16.6 0 W18X50 27.33 0 540 191.3 N/A N/A 0 0.30 0.09 0.39 NB 5/3.01 109.3 242.1 0.4 0.1 0.56 3.6 12.1 0.8 7.1 W16X40 10.9 W16X40 10.9 C 423 273.7 423 273.7 0.26 0.00 0.26 0.23 0.03 0.25 N5 6/3.01 100.3 179.0 24.7 19.3 37.03 48.8 41.4 106.9 W16X40 28 W18X50 28 C 423 273.7 540 165.7 0.24 0.14 0.37 0.13 0.65 0.78 CA 7/3.01 N/A 246.9 0.00 35.2 13 49.9 0 W21X50 22 0 486 273.7 N/A N/A 0 0.51 0.18 0.69 CF.S 8/3.01 N/A 122.1 0.00 17.5 12.6 26.0 0 W21X57 22 0 565 344.7 N/A N/A 0 0.22 0.08 0.29 NC 9/3.01 203.2 376.5 88.8 63.7 131.98 177.4 149.7 387.9 W16X77 32.67 W21X62 32.67 C 922 539.2 690 540 0.22 0.24 0.47 0.22 0.72 0.94 NE 10/101 93.5 153.8 0.4 0.2 0.58 3.2 2.3 6.6 W16X40 10.875 W16X40 10.875 C 423 273.7 423 273.7 0.22 0.00 0.22 0.15 0.02 0.17 58 11/3.01 92.4 191.9 78.8 48.3 115.47 46.5 39.5 101.9 W21X62 25 W16X50 25 C 690 540 535 345 0.13 0.21 0.35 0.14 0.30 0.44 N2 12/3.01 100.3 260.3 22 17.6 33.06 48 39.8 104.3 W16x40 28 W18X50 28 C 423 94.5 540 273 0.24 0.35 0.59 0.19 0.38 0.57 S10 13/3.01 100.6 169.8 112.3 34.2 157.64 20 _18.2 45.1 W21x62 25.5 W16X50 25.5 C 690 540 535 345 0.15 0.29 0.44 0.13 0.13 0.26 S1 14/3.01 97.6 177.3 48 51.2 74.69 37 29.6 79.3 W21X62 28.33 W21X62 28.33 C 690 540 690 540 0.14 0.14 0.28 0.10 0.15 0.25 S12 1/3.02 98.7 127.2 1.7 1.5 2.58 6.1 4.8 13.0 W18X50 13.4 W18X50 13.4 C 540 213.7 540 378.7 0.18 0.01 0.19 0.09 0.03 0.13 50 2/3.02 124.3 226.4 78.2 38 112.61 98.6 79.1 211.5 W21X62 24.2 W21X62 24.2 C 690 240 690 540 0.18 0.47 0.65 0.13 0.39 0.52 SD 3/3.02 N/A 104.7 0.00 0.0 0 7 0 0 N/A N/A 0 N/A N/A 0 53 4/3.02 127.7 224.3 6 5.7 9.20 99 41.5 33.1 181.1 W18X50 24.15 W24X76 24.15 C 540 240 979 1735.5 0.24 0.04 0.27 0.09 0.10 0.20 SM 5/3.02 97.6 210.7 56 62.3 87.66 46.5 40.8 103.2 W21X62 28.33 W21X62 28.33 690 540 690 540 0.14 0.16 0.30 0.31 0.19 0.50 SC 7/3.02 N/A 272.3 0.00 3 5.4 5.1 0 W18x50_ 28.33 0 540 378.7 N/A N/A 0 0.50 0.01 0.52 51 8/3.02 N/A 100.0 0.00 26.8 24.8 40.9 0 W16x77 25 0 922 562.5 N/A N/A 0 0.11 0.07 0.18 S2 9/3.02 134.1 129.5 0.00 11.6 9.1 17.4 W16x77 25 W16x50 25 922 562.5 535 345 0.15 0.00 0.15 0.24 0.05 0.29 ' CB.7 10/3.02 145.0 150.3 11.4 9.4 17.19 13.1 17.6 W18X50 14.7 W18X50 14.7 540 378.7 540 378.7 0.27 0.05 0.31 0.28 0.05 0.32 C4 11/3.02 107.3 N/A 9 6.8 13.45 0.0 W18X50 27.33 0 540 378.7 0 0.20 0.04 0.23 N/A N/A 0 C3 12/3.02 117.9 N/A 9 6.8 13.45 0.0 W18X50 27.33 0 540 378.7 0 0.22 0.04 0.25 N/A N/A 0 CO N- 0 a. ID 1111 Ill 6 1.0d • q -rot; adno 7L4in t;;PAK1 el 5-1,-.5? -P 1'1-P715 541-Pdr 4:-:M -ONO 14-$0f '1d ----"11 •NNcr;) -T, 7 4 12(1, 0 zz kazottia 41,4 <,..,,)00 5 El 1.441,-5 1414 vvri 07'Ail vovoti -VDT X qi -31.4 I : jX (3 .71 5 - 6 k • t\IN(1) > 5') 1:44 47c ,0 z4-4 ri,15'sz 7*A Vie C .CPZ * 7 s YholVel am 1A13.11 1 : ,94yl ..1.70704655 65 30110 -01 (235 R4 1.Z# cbly q c4.1j: vi Co! ktelK, -->17„91,11 j1,7 Atly,Z1'10: j-klaq2-4, 11/01/S :aloa :Ag )11°) :100fq sloaulfiva OLIO" BuNinsuoa ci4,L :abod :oN 4Da1ald 1 Stud type 14-1 TOP TRACK TO BE Stud type 15 CONTINUOUS BETWEE Stud type 15 CI) / JAMB STUDS,TYP. S7.01 J D 6005162-54 SA 6005200- 7 7 TYP. ® @ 16'o.c. @ 16"o.c.TYP. 600S162-54 @ 16 I k I 1 f I�1 0 II1 1 1 UPPER LEVEL , , Ii O �IIMil. _ UPPER LEVEL 208' 0" �, 11 o wA {:l:} F II — — — _ _ 208' 0. 01 f 1 ' gI:;f 11S7.02 1 I I1 III ` UPPER AUXU 4 UPPER AUX { — i11 201' 0" "'4�' - -. �� •: w m s I 201'-0'a II 1 �/ // /�L—A— / / 0/ III MAIN FLOOR 0 MAIN FLOOR '� �,` __ __ — ` , 194' 0" 111 1 —� 194' 0" 6005162-54 3 @ 16"o.c.TYP. TYP,S7.01 EXTERIOR ELEVATION - Stud type >5 EAST AT GRID S9.2 BETWEEN SA-SC 10 1/8"= 1'-0" ITEV #29 0 III • • I #30 TYPE 19 C4 • co 3 © 3 1 I 57.05 1 S7.04 S7.05 0 T.O.ST0` L CLASSROOM _ —�e .. _ _� �,T, —T.O.STEEL CLASSROOM 222' 0.. IL -.— I---- - - - k- — — — — --- I— - - - - -- -I1- - - {II 1000S162-54 j J I III @ 16"o.c.:TYP• Ili 1 II 1000S200-68 1000S162-54 N\ II i1 @ 16"o.c. @ 16"o.c. 1 1 I III III TYPE 18 1 II UPPER LEVEL _ll UPPER LEVEL 208' 0., 11. 1 — 1---.. — 208'-0„ I� 1 ► 1 _ \\ II 117 a I \\ II III 11 III �\\ I IIII 11 I I I II 111 0 MAIN FLOOR H \\\i I; III _ MAIN FLOOR 194'-0" 194'-0" 3 57.01 r CEXTERIOR ELEVATION - SOUTH AT GRID CB.8 1/8"= 1'-0" co S66.52 I �.. 1 0 T.O.STEEL CLASSROOM _ T O STEEL CLASSROOM 222' 0" 22Z— — 1j 222' 0„ :::::::I:: :::: :: : ::;::;: =: 10005162-54 @ 16"o.c. ` I TYPE 19 •................................•............................. .. ....... ..................... ............................. _; is •:• } 0 UPPER LEVEL I UPPER LEVEL a 208' 0"0" I -- —_—..-- — --— I 208' 0" h __L_11 II II 0 UPPER AUX I I _ I _UPPER AUX S 201'-0" 201'-0' 11 II II II MAIN FLOOR I MAIN FLOOR , li ipi) 194' 0" 194'-0' EXTERIOR ELEVATION - SOUTH BETWEEN C4-C8 4 1/8"= 1'-0" • • • Project Name: CD Level Calcs Page 1 of 1 • Model: TYPE 19 Date:08/13/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# ° I Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors R1 320.00 No Solutions - - R2 320.00 SCB49.5 2 2 Total Vertical Shear Carried by Connectors(Ib) : 0 Bridging Connectors-Design Method=AISI S100 Span/CantiLever BridgingStrong-Tie Simpson Connector Stress Ratio 16.00 40.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 19.3% Stressed @R1 Bending and Web Stiffeners Required?:r(Stiffened): NA No I • Section : 1000S162-54 Single C Stud Fy=50.0 ksi Maxo= 3922.2 Ft-Lb Moment of Intertia, I=9.39 in^4 Va=1660.8 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1280.0 0.326 1280.0 60.0 3025.2 0.423 0.149 L/1288 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 192.0 3364.1 0.380 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com PC23 Project Job Ref. Sheet no. catena CO05ulttnTHS 2016135 1 n g i neer g s Subject: Calc. by Date Skylight Framing Beam(Large) ETH 8/13/2018 • STEEL BEAM ANALYSIS&DESIGN(AISC360-10) ITEM #34 In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope-Combination 1 0.410— 0.0— ft I 12.75 A 1 B kip_ft Bending Moment Envelope 0.0- 8.326— 8.3 ft I 12.75 A 1 B kips Shear Force Envelope • 2.6 2.612- -2.612 .612--2.612— -2.6 ft I 12.75 A 1 B Support conditions --Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.13 kips/ft Snow full UDL 0.15 kips/ft Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 111111 Dead x 1.20 PC24 Project Job Ref. Sheet no. catena eo9inieears THS 2016135 2 Subject: Calc. by Date • Skylight Framing Beam(Large) ETH 8/13/2018 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mmax=8.3 kips_ft Mmm=0 kips_ft Maximum shear V.=2.6 kips V.=-2.6 kips Deflection Smax=0.2 in Smin=0 in Maximum reaction at support A RA_max=2.6 kips RA_min=2.6 kips Unfactored dead load reaction at support A RA_Dead=0.9 kips Unfactored snow load reaction at support A RA_Snow=1 kips Maximum reaction at support B RB_max=2.6 kips RB_min=2.6 kips Unfactored dead load reaction at support B RB_Dead=0.9 kips Unfactored snow load reaction at support B RB_snow= 1 kips Section details Section type C 8x11.5(AISC 14th Edn(v14.1)) ASTM steel designation A36 • Steel yield stress Fy=36 ksi Steel tensile stress Fu=58 ksi Modulus of elasticity E=29000 ksi 0 - i'1o.22 i n 4-2.26" i Resistance factors Resistance factor for tensile yielding Oty=0.90 Resistance factor for tensile rupture Or=0.75 Resistance factor for compression 0.=0.90 1111 Resistance factor for flexure Ob=0.90 Resistance factor for shear =0.90 PC25 Project Job Ref. Sheet no. catena upietie nr gs THS 2016135 3 e n g Subject: Calc. by Date Skylight Framing Beam (Large) ETH 8/13/2018 • Lateral bracing Span 1 has continuous lateral bracing Classification of sections for local buckling-Section B4.1 Classification of flanges in flexure-Table B4.1 b(case 10) Width to thickness ratio bf/tf=5.79 Limiting ratio for compact section Xpff=0.38 x J[E/Fy]=10.79 Limiting ratio for non-compact section krff= 1.0 x-4[E/Fy]=28.38 Compact Classification of web in flexure-Table B4.1 b(case 15) Width to thickness ratio (d-2 x k)/tw=27.84 Limiting ratio for compact section XrPwi=3.76 x J[E/Fy] = 106.72 Limiting ratio for non-compact section Xrwf=5.70 x 4[E/Fy]=161.78 Compact Section is compact in flexure Design of members for shear-Chapter G Required shear strength Vr=max(abs(Vmax), abs(Vmin))=2.612 kips Web area AW=d x tW=1.76 int Web plate buckling coefficient =5 Web shear coefficient-eq G2-3 =1.000 Nominal shear strength-eq G2-1 Vn=0.6 x Fy x AW x Cy=38.016 kips Design shear strength Vc=4,x Vn=34.214 kips PASS-Design shear strength exceeds required shear strength • Design of members for flexure in the major axis-Chapter F Required flexural strength Mr=max(abs(Msi_max), abs(Msi_min))=8.326 kips_ft Yielding-Section F2.1 Nominal flexural strength for yielding-eq F2-1 Mnyid=Mp= Fy x Z,�=28.89 kips_ft Nominal flexural strength Mn= Mnyid=28.890 kips_ft Design flexural strength Mc=4 b x Mn=26.001 kips_ft PASS-Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Slim= Lsi/360=0.425 in Maximum deflection span 1 8= max(abs(8max), abs(8min))=0.184 in PASS-Maximum deflection does not exceed deflection limit • PC26 Project Job Ref. Sheet no. catena COnsolttng THS 2016135 1 e n g i n e e r s Subject: Calc. by Date • Skylight Framing Girder(Large) ETH 8/13/2018 STEEL BEAM ANALYSIS&DESIGN(AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope-Combination 1 2.680— 1 1 0.0—, ,_. .0— v ft I 14 I A 1 B kip_ft Bending Moment Envelope 0.0- 12.752— 12.8 ft I 14 A 1 B III kips Shear Force Envelope ps 3.0 2.968— 0.0—o y 0.2 0 -2.585— -2.6 ft I 14 I A 1 8 Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead point load 0.9 kips at 48.00 in Snow point load 1 kips at 48.00 in Dead point load 0.9 kips at 108.00 in Snow point load 1 kips at 108.00 in Load combinations Load combination 1 Support A Dead x 1.20 • Live x 1.60 Roof live x 1.60 PC27 Project Job Ref. Sheet no. catena let el gs THS 2016135 2 e n g l Subject: Calc. by Date Skylight Framing Girder(Large) ETH 8/13/2018 410 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment M.= 12.8 kips_ft Mmin=0 kips_ft Maximum moment span 1 segment 1 Ms,_segi_max=12.4 kips_ft Ms9_seg,_min=0 kips_ft Maximum moment span 1 segment 2 Msl_seg2_max=12.8 kips_ft Msl_seg2_min=0 kips_ft Maximum shear Vmax=3 kips Vmin=-2.6 kips Maximum shear span 1 segment 1 Vst_segt_max=3 kips Vs1_seg,_min=0 kips Maximum shear span 1 segment 2 Vsl_seg2_max=0.2 kips Vsl_seg2_min=-2.6 kips Deflection segment 3 Smax=0.3 in Smin=0 in Maximum reaction at support A RA_max=3 kips RA_min=3 kips Unfactored dead load reaction at support A RA_Dead= 1 kips Unfactored snow load reaction at support A RA_snow= 1.1 kips • Maximum reaction at support B RB_max=2.6 kips RB_win=2.6 kips Unfactored dead load reaction at support B RB_Dead=0.9 kips Unfactored snow load reaction at support B RB_snow=0.9 kips Section details Section type C 8x11.5(AISC 14th Edn(v14.1)) ASTM steel designation A36 Steel yield stress Fy=36 ksi Steel tensile stress F„=58 ksi Modulus of elasticity E=29000 ksi .1 O22" si � I 4—2.26" • PC28 Project Job Ref. Sheet no. flena consuittng THS 2016135 3 e n g ten e e r s Subject: Calc. by Date • Skylight Framing Girder(Large) ETH 8/13/2018 Resistance factors Resistance factor for tensile yielding 4ity=0.90 Resistance factor for tensile rupture Or=0.75 Resistance factor for compression (1).=0.90 Resistance factor for flexure (I)b=0.90 Resistance factor for shear 4v=0.90 Lateral bracing Span 1 has lateral bracing at supports plus midspan Classification of sections for local buckling-Section B4.1 Classification of flanges in flexure-Table B4.1 b(case 10) Width to thickness ratio br/tr=5.79 Limiting ratio for compact section ?pff=0.38 x'i[E/Fy]= 10.79 Limiting ratio for non-compact section 2t.rrr= 1.0 x 4[E/Fy]=28.38 Compact Classification of web in flexure-Table B4.1 b(case 15) Width to thickness ratio (d-2 x k)/tv,=27.84 Limiting ratio for compact section kpwr=3.76 x 1[E/Fy]= 106.72 Limiting ratio for non-compact section Xrwr=5.70 x i[E/Fy]= 161.78 Compact Section is compact in flexure III Design of members for shear-Chapter G Required shear strength Vr=max(abs(Vmax), abs(Vmin))=2.968 kips Web area AW=dxtw= 1.76in2 Web plate buckling coefficient kv=5 Web shear coefficient-eq G2-3 C„=1.000 Nominal shear strength-eq G2-1 V.=0.6 x Fy x AW x C„=38.016 kips Design shear strength V.=0„x V.=34.214 kips PASS-Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 1 -Chapter F Required flexural strength Mr=max(abs(Ms1_segi_max), abs(Msi_segi_min))=12.397 kips_ft Yielding-Section F2.1 Nominal flexural strength for yielding-eq F2-1 Mnyld=Mp= Fy x Zx=28.89 kips_ft Lateral-torsional buckling-Section F2.2 Unbraced length Lb= Ls1_segl =84 in Limiting unbraced length for yielding-eq F2-5 Lp= 1.76 x ry x'[E/Fy]=31.121 in Distance between flange centroids ho=d-tr=7.61 in c=ho/2x'l(ly/CW)=1.072 its='I['J(ly x CW)/Sx]=0.756 in Limiting unbraced length for inelastic LTB-eq F2-6 Lr= 1.95xrtsxE/(0.7XFy)x I[(Jxc/(Sxxh.))+4((Jxc/(Sxxh0))2+6.76x(0.7xFy/F)2)]= 125.069in Cross-section mono-symmetry parameter Rm= 1.000 Moment at quarter point of segment MA=5.172 kips_ft IIIMoment at center-line of segment MB= 10.303 kips_ft Moment at three quarter point of segment Mc= 12.041 kips_ft PC29 n Project Job Ref. Sheet no. catena ° ° ng svnles egs THS 2016135 4 e i r Subject: Calc. by Date Skylight Framing Girder(Large) ETH 8/13/2018 411) Maximum moment in segment Mabs=12.397 kips_ft Lateral torsional buckling modification factor-eq F1-1 Cb= 12.5 x Mabs/[2.5 x Mabs+3 x MA+4 x MB+3 x Mc]=1.251 Nominal flexural strength for lateral torsional buckling-eq F2-2 Moab=Cb X[MP (MP 0.7 x Fy x Sx)x(Lb LP)/(Lr LP)]= 27.842 kips_ft Nominal flexural strength Mn=min(Mnyld, Mnitb)=27.842 kips_ft Design flexural strength Mb=(l)b x Mn=25.057 kips_ft PASS-Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Som=Ls,/360=0.467 in Maximum deflection span 1 0=max(abs(Smax), abs(Smin))=0.34 in PASS-Maximum deflection does not exceed deflection limit • PC30 Project Job Ref. Sheet no. Catena CeOOSiOifing THS 2016135 1 n g vn e e r s Subject: Calc. by Date • Skylight Framing Beam(Small) ETH 8/13/2018 STEEL BEAM ANALYSIS&DESIGN(AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope-Combination 1 0.406— 0.0— ft I 5.67 A 1 B kip_ft Bending Moment Envelope 0.0—o 1.631- 1.6 ft I 5.67 A 1 I B IIIShear Force Envelope kips 1.2 1.150- 0.0— _... __ .__.. __. -1.150— ft I 5.67 -1.2 A 1 B Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.13 kips/ft Snow full UDL 0.15 kips/ft Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 • Roof live x 1.60 Snow x 1.60 Dead x 1.20 PC31 Project Job Ref. Sheet no. catena ° °n "gsiunieteenrss THS 2016135 2 e Subject: Calc. by Date Skylight Framing Beam(Small) ETH 8/13/2018 • Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mmax=1.6 kips_ft Mm;n=0 kips_ft Maximum shear Vmax=1.2 kips Vm;n=-1.2 kips Deflection Smax=0 in Smin=0 in Maximum reaction at support A RA_max= 1.2 kips RA_m;n= 1.2 kips Unfactored dead load reaction at support A RA_Dead=0.4 kips Unfactored snow load reaction at support A RA_Snow=0.4 kips Maximum reaction at support B RB_max= 1.2 kips RB_min= 1.2 kips Unfactored dead load reaction at support B RB_Dead=0.4 kips Unfactored snow load reaction at support B RB_snow=0.4 kips Section details Section type C 6x8.2(AISC 14th Edn(v14.1)) ASTM steel designation A36 • Steel yield stress Fy=36 ksi Steel tensile stress F„=58 ksi Modulus of elasticity E=29000 ksi T ' 0. 4-0 2" 1-11 s _ 4-1.92 in Resistance factors Resistance factor for tensile yielding icy=0.90 Resistance factor for tensile rupture 4tr=0.75 Resistance factor for compression =0.90 Resistance factor for flexure Ob=0.90 • Resistance factor for shear =0.90 PC32 Project Job Ref. Sheet no. 3 Catena ` ° " Sulting THS 2016135 engin e es s Subject: Calc. by Date • Skylight Framing Beam (Small) ETH 8/13/2018 Lateral bracing Span 1 has continuous lateral bracing Classification of sections for local buckling-Section B4.1 Classification of flanges in flexure-Table B4.1 b(case 10) Width to thickness ratio bf/tf=5.60 Limiting ratio for compact section XPff=0.38 x'[E/Fy]=10.79 Limiting ratio for non-compact section Xrn= 1.0 x'[E/Fy]=28.38 Compact Classification of web in flexure-Table B4.1 b(case 15) Width to thickness ratio (d-2 x k)/tW=21.87 Limiting ratio for compact section kpwf=3.76 x'J[E/Fy]=106.72 Limiting ratio for non-compact section k,vf=5.70 x 1[E/Fy]=161.78 Compact Section is compact in flexure Design of members for shear-Chapter G Required shear strength Vr=max(abs(Vmax), abs(Vmin))= 1.150 kips Web area AW=d x tW= 1.2 int Web plate buckling coefficient k„=5 Web shear coefficient-eq G2-3 Cv= 1.000 Nominal shear strength-eq G2-1 Vn=0.6 x Fy x AW x Cv=25.920 kips Design shear strength Vc=(1),,x Vn=23.328 kips IIPASS-Design shear strength exceeds required shear strength Design of members for flexure in the major axis-Chapter F Required flexural strength Mr= max(abs(Ms1_max), abs(Ms1_min))= 1.631 kips_ft Yielding-Section F2.1 Nominal flexural strength for yielding-eq F2-1 Mnyld=Mp=Fy x Zx= 15.48 kips_ft Nominal flexural strength Mn=Mnyld= 15.480 kips_ft Design flexural strength Mo=4b x Mn=13.932 kips_ft PASS-Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Sim=Ls,/360=0.189 in Maximum deflection span 1 S=max(abs(Smax), abs(Smin))=0.018 in PASS-Maximum deflection does not exceed deflection limit III PC33 Project Job Ref. Sheet no. Catena GO " s ° 'ring THS 2016135 1 e n g i neer Subject: Calc. by Date Skylight Framing Girder(Small) ETH 8/13/2018 • STEEL BEAM ANALYSIS&DESIGN(AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope-Combination 1 1.120- 0.0—p .120-0.0—p ft I 14 A 1 B kip_ft Bending Moment Envelope 0.0—p 5.007- 5.0 4.7 ft I 14 A 1 B kips Shear Force Envelope • 1.1 1.135— 0.0—p -1.242— -1.2 ft I 14 A 1 B Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead point load 0.4 kips at 54.00 in Snow point load 0.4 kips at 54.00 in Dead point load 0.4 kips at 122.04 in Snow point load 0.4 kips at 122.04 in Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 • Roof live x 1.60 PC34 Project Job Ref. Sheet no. catena e7, ginieer9 THS 2016135 2 Subject: Calc. by Date • Skylight Framing Girder(Small) ETH 8/13/2018 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment M.=5 kips_ft Mmin=0 kips_ft Maximum moment span 1 segment 1 Ms9_seg,_max=5 kips_ft Ms,_seg,_min=0 kips_ft Maximum moment span 1 segment 2 Msl_seg2_max=4.9 kips_ft Msl_seg2_min=0 kips_ft Maximum shear V.=1.1 kips Vmin=-1.2 kips Maximum shear span 1 segment 1 Vs,_segl_max= 1.1 kips Vs1_segt_min=-0.1 kips Maximum shear span 1 segment 2 Vsl_seg2_max=0 kips Vsl_seg2_min=-1.2 kips Deflection segment 3 8max=0.3 in 8min=0 in Maximum reaction at support A RA_max=1.1 kips RA_min= 1.1 kips Unfactored dead load reaction at support A RA_Dead=0.4 kips Unfactored snow load reaction at support A RA_Snow=0.4 kips • Maximum reaction at support B RB_max=1.2 kips RB_min= 1.2 kips Unfactored dead load reaction at support B RB_Dead=0.5 kips Unfactored snow load reaction at support B RB_Snow=0.4 kips Section details Section type C 6x8.2(AISC 14th Edn(v14.1)) ASTM steel designation A36 Steel yield stress Fy=36 ksi Steel tensile stress F„=58 ksi Modulus of elasticity E=29000 ksi NIf ilo I;;.. -02" x,.92" .� PC35 c Project Job Ref. Sheet no. ena e o n 'i n g THS 2016135 3 a oe Subject: Calc. by Date Skylight Framing Girder(Small) ETH 8/13/2018 • Resistance factors Resistance factor for tensile yielding qty=0.90 Resistance factor for tensile rupture Or=0.75 Resistance factor for compression (pc=0.90 Resistance factor for flexure Ob=0.90 Resistance factor for shear 0,=0.90 Lateral bracing Span 1 has lateral bracing at supports plus midspan Classification of sections for local buckling-Section B4.1 Classification of flanges in flexure-Table B4.1 b(case 10) Width to thickness ratio Ix/tr=5.60 Limiting ratio for compact section ?pff=0.38 x J[E/Fy]=10.79 Limiting ratio for non-compact section Xrrr= 1.0 x4[E/Fy]=28.38 Compact Classification of web in flexure-Table B4.1 b(case 15) Width to thickness ratio (d-2 x k)/tW=21.87 Limiting ratio for compact section XPwf=3.76 x J[E/Fy]=106.72 Limiting ratio for non-compact section 2,,n,,,r=5.70 x AE/Fy]=161.78 Compact Section is compact in flexure Design of members for shear-Chapter G III Required shear strength Vr=max(abs(Vmax), abs(Vmm))= 1.242 kips Web area AW=dxtw=1.2in2 Web plate buckling coefficient ky=5 Web shear coefficient-eq G2-3 C„=1.000 Nominal shear strength-eq G2-1 Vn=0.6 x Fy x AW x C„=25.920 kips Design shear strength Vc=rk,x Vn=23.328 kips PASS-Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2-Chapter F Required flexural strength Mr= max(abs(Msl_seg2_max), abs(Msl_segz_min))=4.904 kips_ft Yielding-Secliun F2.1 Nominal flexural strength for yielding-eq F2-1 Mnyid=Mp= Fy x Zx=15.48 kips_ft Lateral-torsional buckling-Section F2.2 Unbraced length Lb= Lsl_seg2=84 in Limiting unbraced length for yielding-eq F2-5 LP= 1.76 x ry x'[E/Fy]=26.775 in Distance between flange centroids ho=d-tr=5.657 in c=ho/2xI(ly/CW)=1.081 its= I[J(ly x Cw)/Sx]=0.643 in Limiting unbraced length for inelastic LTB-eq F2-6 Lr= 1.95xrtsxE/(0.7xFy)x4[(JXC/(SxXho))+ 1((JXC/(Ss Xho))2+6.76x(0.7xFy/E)2)]=122.209in Cross-section mono-symmetry parameter Rm= 1.000 Moment at quarter point of segment MA=4.795 kips_ft 11111 Moment at center-line of segment MB=4.287 kips_ft Moment at three quarter point of segment Mc=2.158 kips_ft PC36 Project Job Ref. Sheet no. Catena GO " 5 ° firing THS 2016135 4 e n g i neer s Subject: Calc. by Date • Skylight Framing Girder(Small) ETH 8/13/2018 Maximum moment in segment Mabs=4.904 kips_ft Lateral torsional buckling modification factor-eq F1-1 Cb= 12.5 x Mabs/[2.5 X Mabs+3 X MA+4 x MB+3 x Mc]=1.219 Nominal flexural strength for lateral torsional buckling-eq F2-2 Mn�tb=Cb x[MP-(MP-0.7 x Fy x Sx)x(Lb-LP)/(Lr-LP)]= 14.237 kips_ft Nominal flexural strength Mn=min(Mnyld, Mnitb)=14.237 kips_ft Design flexural strength Mb=4:b x Mn=12.814 kips_ft PASS-Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection 8rm= Lsi /360=0.467 in Maximum deflection span 1 8=max(abs(6max), abs(Smin))=0.345 in PASS-Maximum deflection does not exceed deflection limit III 1 1 III PC37 Project: No: 6 1.3S Page: riAiS Qryw ( c a to n a g econn gF iu nl ef @F n S Subject: t By: Dater ,t c1 • AACI v 3" p\ '' , ¢$., ,-«, e- ITEM#35 too N 6 °� ' � i t 2 of t i „ 44-4 t �- I' f 3. _.. f vst e2. Ill (_as ` `, 3 17,77,,,, —„,,,,7-1 , , 0,, ,„„,....„,„.. t will.,), „, -,--1 ; °Ax f Ai A 53.5 - .:fi1bi X 12 I ..I I - 92:t. Total DCR =0.9 iOK ft- 1211.°Cep . I 1. ‘I - 1-2- F .�. a-. PAS s "> o A( � A• .. t° g. 2. r f' q. i PC38 C---.."'k catena : ,° ;',.„vren,c: Project: — \ i \ Subject: ) i'Ll Cp\i'Ci ho t. No: i t„ By: N , I Page:, . 7 Date: i -A,,,..., •-)AO 61 LA.() t',..ur\a ef\ -Jt..5r,. L-g-rAl 0 u i i t Cori 1 i v , ITEM #38 0 L-ll, SY 1- S Y: 1 ' I 04\. (Al R. 5 4 i\a5 ,, %., ...,- , t jr4--\i's . ,( \6eq S f for &Lt. ,:', tind vv;r\kri 'Sow 5 on by 0 J , , 1 Leuv•4\f\, ti-c bio(k)fl 5 't.\.o‘AA-\ 0 1\ , j.* C 1---( 0 - c-i-\Ai E - \,,, :I . , ioA , - .t\ _ ,, , . 1 -, , ; -) PI ' \ / /, k" 4 , , v.„ I .5 L t, . „.„ -i.0 c 0AI (.\ t C)‘‘/A 4 , 45 /I. rr- `• , L kit ivio 4 ID 9 ,1.9 ) ..., 37 rikti / / ) e'Avi4its i 0 ft-0 , ,- t \1),\I III PC39 �,., Project: .... No: Page: catena ` ° ° _ ° "' " e ' " e ` ` ' Subject: By: Date: .' g ci\\UM 0 7/05 ' iltliOt 0t -,,ip `fir , ' "~ ,o 4 t 0 4,1 # It 3,:: C,[T G f �5 b f 4 1 A 11 4k! V lie ai t J , r 0f °` 9 Y j}. { � 4 + / 3-t. :t t £`=i t r f; -} ?± 3 + k g s#+,,,),Iv, ''' .". P l F `T ! i fop tt ) ✓ i-:\I '0 rtP / : fi E ri \il , , j , ' j 4 a ct ii et2U 1 .L J il 1.34% Pi! Vkr . i Ii ,5 0, . 0 . PC40 C--,,, c atena : ',.=n.',%'.' ien, Project: Subject: , No: , By: ttt Page:, iret, Date:/ t , 111,,rm , t ., ' ,, V) ii 710541-t)tii ° 0 f c.) 0,,a i cv)Ki-r\a P4.\, 4-4)1 dis\ C'$ \ . t) r I ‘ , \ ..\ . re r t ( \ Y -irf , ' t , \ 1,.6 ti,d 1,,,,,ti iv eN1 I .. . c 4, \ 1tl b,,,,,v ‘,.. ,,,,„, ,.., .4„) 4kr')4 'S .„ . 1 Attv 31.li KE 0 1 v‘X IA 0 0 i. le,lif 0 p 41, i ,6,.\tx _ ,.:,..„....,,,,..?___ _ ,,,,, .• , L, . L 1, 'I 0 PC41 Pf(3te:Ct :fib{n§_ • TIGARD HIGH SCHOOL 201MR r Tekla Structure- :Se.,t no. Structural Designer; 11G ^C HIGH SCHOOL Page x: laic.N Date Catena Consulting Engineer, 1Y 8/14/2018 Steel ITEM #39-2 Column Design Column Design Summary Static Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC C4/CB SCR57 1 W 8x31 A992-50 28'0" 0.886 Pass SC C4/CC SCR106 1 W 8x40 A992-50 14'0" 0.459 Pass SC C4/CC SCR106 2 W 8x40 A992-50 14'0" 0.459 Pass . SC C4/CD SCR47 1 W 8x40 A992-50 14'0" 0.454 Pass SC C4/CD SCR47 2 W 8x40 A992-50 14'0" 0.454 Pass SC C4/CE SCR59 1 W 8x31 A992-50 14'0" 0.337 Pass SC C4/CE SCR59 2 W 8x31 A992-50 14'0" 0.337 Pass SC C3/CB SCR3 1 W 8x31 A992-50 14'0" 0.273 Pass SC C3/CB SCR3 2 W 8x31 A992-50 14'0" 0.273 Pass SC C3/CC SCR204 1 W 8x40 A992-50 14'0" 0.452 Pass SC C3/CC SCR204 2 W 8x40 A992-50 14'0" 0.452 Pass SC C3/CD SCR105 1 W 8x40 A992-50 14'0" 0.452 Pass SC C3/CD SCR105 2 W 8x40 A992-50 14'0" 0.452 Pass III SC C3/CE SCR3 1 W 8x31 A992-50 14'0" 0.337 Pass SC C3/CE SCR3 2 W 8x31 A992-50 14'0" 0.337 Pass SC C3/CA SCR56 1 W 8x40 A992-50 14'0" 0.454 Pass SC C3/CA SCR56 2 W 8x40 A992-50 14'0" 0.250 Pass SC ND/N7 SCR12 1 W 8x40 A992-50 14'0" 0.539 Pass SC ND/N7 SCR12 2 W 8x40 A992-50 14'0" 0.125 Pass SC C3/CF SCR3 1 W 8x31 A992-50 14'0" 0.331 Pass SC C3/CF SCR3 2 W 8x31 A992-50 14'0" 0.331 Pass SC C4/CA SCR3 1 W 8x40 A992-50 14'0" 0.599 Pass SC C4/CA SCR3 2 W 8x40 A992-50 14'0" 0.174 Pass SC C4/CF SCR3 1 W 8x31 A992-50 14'0" 0.331 Pest SC C4/CF SCR3 2 W 8x31 A992-50 14'0" 0.331 Pass Tekla Structural Designer,version: 18.0.2.5 III PC42 EtOd • j p i t ;+. cx 1,7)) 't,�.=a ^per. .g,- }g � + �'^. 4 -;), `i I A +.L,i! .......... •,,... $- -..1,-... +- I1 a}f 5 „'3,.J? ,.5.W 1 II- to • /+ «, (k. - tg R,._ := X1'1 V . , l `o _ '>. 91,171 ;' .�. - `k' -mfrti ' ‘1„4‘.41.$ -im ��e d, 3 ^° t s t _ t °vii is -�.. °, tr 2` 1 1 ' `i ' 1 .�' ai•c £-6E##W3l1 1t)1 ,� t .afoo �W.. :Ag �oa•q�S s , a a , B u a Due7 pB u i}, n s u o 0 tic. ,n c,_,„ :abod :oN :4oafold .. Page: Catena consulting engineers Project: No: Subject: By: Date 92 4-I • i9; /PIM -- : 4 = 1K le ' ` ft, �se, _ ri 2 8 ` /8 t'. 7 71- tz 0-- 6 L i p+ 1 1 fi 1 pY!y S N 3,-7 ms le,°°v ..,v._< .... >..... yet .+ j+ ., .0 ti � f i q: -tit tsIt .P • PC44 0 :P cjet3 nab Ref. l"IGfiRD 111611 SCHOOL2€716134 airTekI4 .....____ ......... .._._ ......... ..._. ............... _._ ......... .._. ............. i )Designer T€GARD HIGH SCHOOL Page 1,'1 Cal..by Date Catena Consulting Engineers SY $,f7, f2D18 SC N6.6/NE Static ITEM#39-1 Summary HSS 4x4x1/2(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Non Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 12 -10.0 28.9 kip ft 0.347 Pass Flexure Minor 13 3.6 28.9 kip ft 0.126 Pass Axial Tension No Significant Forces kip - Not required Axial Compression 13 51.3 95.8 kip 0.536 Pass Combined Forces 13 - - - 0.536 Pass SC ND/N6.3 Static Summary W 8x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status III Axial Classification 1 Non Slender - - Flexural Classification 1 Non Compact - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 12 -5.4 113.9 kip ft 0.048 Pass Flexure Minor 12 5.6 52.8 kip ft 0.106 Pass Axial Tension No Significant Forces kip - Not required Axial Compression 13 90.1 247.6 kip 0.364 Pass Combined Forces 13 - - - 0.500 Pass SC ND/N5.7 Static Summary W 8x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Non Slender - - - Pass Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 12 -6.7 113.9 kip ft 0.059 Pass Flexure Minor 13 -2.9 52.8 kip ft 0.055 Pass Axial Tension No Significant Forces kip - Not required Axial Compression 13 111.3 247.6 kip 0.450 Pass Combined Forces 13 - - - 0.551 Pass • Tekla Structural Designer,version.1.8,0.2.5 PC45 f e Project: No: Page: fe a censo111ng n g � n e e r s Subject: By: q" Date: k/141 1 203 • ITEM#40 :1-0410(e (0 'f , c. 6 filo 11140 0 =Di , i c:: h 1 -_. c: 3it 5m N k. ‘v V \0' , 4 2. �. 'Iw.+ ti F i 1A124 -£.£ @ m› 4 4- . 1 00 e • • PC46 • • • ITEM#41 it" /11A1/11i X • CO 41/ 07111 . M2 s 0()` U `',(13 6 11 "Ai1 "Nei2 THS-Commons Canopy 6/S4.01 Aug 13, 2018 at 10:54 AM Canopy Model.r3d ICompany : Catena Consulting Engineers Aug 13,2018 Designer JY 11:02 AM I I R ISA, Job Number : 2016135.00 Checked By. ,, „,:M ,,EK ,r,,,, N. Model Name THS Commons Canopy 6/S4.01 III Member Area Loads (BLC 1 : DL) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N4 N7 N9 N6 Z A-B -.013 Member Area Loads (BLC 2: SL) Joint A Joint B Joint C Joint DDirection Distribution Magnitude[ksfl 1 L N4 N7 1 N9 -__ N6 Z A-B 1 -.027 Member Area Loads (BLC 3: WL-UP) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf]_ 1 I- N4 N7 N9I _ N6 Z A-B .101 -_ - _ Member Area Loads (BLC 4 : WL-DN) Joint A Joint B Joint C Joint D Direction- Distribution Magnitude[ksf] _ 1 N4 1 N7 I N9 1 - N6 Z A-B -.025 Basic Load Cases BLC Description Category X Gra...Y Gra...Z Gray... Joint Point Distributed Area(Memb...Surface(Plate/VVall) 1 DL DL -1 1 1 SL SL i 1 ill 1 4 WL-DN WL ' I 32 I WL-UP WL i Load Combinations Description Solve PDelta SRSS S BLC Factor BLC Fa...B Fa...B...Fa.. B ..Fa.. B...Fa...B...Fa. B .Fa...B. Fa. .B...Fa.., 1 1.2DL+1.6SL+0.5..1 Yes Y 1 11.2 2 1.6 41 .5� 1 2 0.9DL+WL-UP Yes ' Y 1 .93 .9 3 DL Deflection Yes Y 1 1 4 ,D+L Deflection Yes Y j 1 1 ,} 2= 1 Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear Ch... Loc[ft] Dir LC Pnc/om [k] Pnt/om[k] Mnyy/o... Mnzz/o... Cb Eqn 1 M1 HSS12x12... .007 � 12.5 1 .004 12.5 z 1 1 411.815 440.719 1 148.55 148.55 1 H1-..; 2 M2HSS12x12:.. .007 1 0 1 1 .004 0 z 1 411.815: 440.719 ' 148.551 148.55 1 �H1-..i 3 M3 W10x22 .356 1.5631 1 .049 0 z 1 106.704 194.311 115.22 50.647 1 H1-..: 4 M4 1 W10)(12 .626 T1.5631 1_ .061 0 z 1 22.755 1 105.988 , 4.296,119.629i 1.4841H1-.. 5 M5 W10x12 .626 11.563 1 .061 0 z 1 22.755 105.988 4.296 19.6291 1.484 H1-..J 6 M6 1 W10x22 .423 '6.25 1 .045 12.51z 1 76.164? 194.311 i 15.22 43.961 1 H1 7 M7 W 10x22 .423 6.25 1 .045 12.5 z 1 76.164 194.311 15.22 43.961 1 H1-.. 8 M8 HSS12x12.. .006 13 1' .000 0 z' 1 534.163 575.689 205.669205.669 1 jH1 .. g [fig HSS12x12.. 011 13 1 .000 0 1 y 1 1534.163 575.689 205.669205.669 1 H1 ..; ill 10 M10 iHss12x12... .006 13 1 .000 0 ' z 1 534.163; 575.689 205.6691205.669 1 H1-...1 11 M11 PIPE 6.0 .025 13 1 .000 0 1 109.8041 155.689 26.447 26.447 1 H1-J.1 RISA-3D Version 16.0.3 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 1 PC48 I I R ISA JobNumber Company : Catena Consulting Engineers Aug 13,2018 :: j2Y016135.00 1102 AM Checked By. III . , Model Name : THS-Commons Canopy 6/S4.01 Envelope AISC 14th(360-10):ASD Steel Code Checks(Continued) Member Shape Code Check Loc[ft] LC Shear Ch... Loc[ft] Dir LC Pnc/om [kl Pnt/om[k] Mnyy/o... Mnzz/o... Cb Eqn_ 12 M12 1PIPE 6.01 .047 13 1 1 .000 1 0 1 109.804 155.689 '26.44726.447 1 1111-... 13 M13 PIPE 6.0 .028 13 1 .000 I 0 , 1 97.535 I 130.778 22.216 22.2161 1 Hi- 14 j M14 Ii W10x22 .423 16.25 I 1 I .028 I 12.5 I z I 1 76.164 194.311 15.22 43.961 1 H1-..] I 15 M15 W10x22 .423 16.251 1 .028 , 12.5 z 1 76.164 I 194.311 15.22 43.9611 1 Hi- Envelope Member Section Deflections Service Member Sec [( in] 1 LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y' Ratio LC (n)Liz Ratio LC im 0 4 3 3 0 3 1 M1 1 ax 0 0 jNC 4 3NC 3 2 mm ri 1 0 I 3 I 0 I 3 0 4 0 3 NC I 3 NC 3 3 1 2 max I 0 4 0 3 -.001 3 0 3 NC 3 NC 3 4 j min J 0 I 3 II 0 1 3 -.002 4 0 3 NC I 3 NC 3 5 3 imax 0 4 1 0 i 3 -.002 3 0 3 NC I 3 NC 3 6 1 min , 0 J 3 0 3 -.002 i 4 0 3 NC 1 3 NC 3 7 4 rnax 0 4 0 3 -.001 I 3 0 3 NC 3 NC 3 8 I min 0 3 0 3 -.002 4 0 3 NC 3 NC 3 9 5 max 0 3 0 3 0 I 3 0 3 NC 3 NC 3 4_10 min 0 3 0 3 -.001 I 4 I 0 3 NC 3 NC 3 11 M2 1 max 0 3 0 3 0 3 1 0 3 NC 3 NC 3 12 I min , 0 3 0 3 -.001 4 1 0 3 NC 3 NC 3 13 2 imax 0 3 0 3 -.001 3 0 3 NC 3 NC 3 41) 14 1 I min 0 4 0 3 -.002 4 0 3 NC 3 NC 3 15 3 max 0 3 0 3 -.002 3 1 0 3 NC 3 NC 3 . 16 4 t I min 0 4 0 3 -.002 4 1 0 3 NC 3 NC 3 17 I 4 max 0 3 0 3 -.001 3 0 3 NC 3 NC 3 18 min 0 4 0 i 3 -.002 4 0 3 NC 3 NC 3 19 I 5 maxi 0 3 0 3 0 3 0 3 NC 3 NC 3 20 I min , 0 4 0 i 3 0 4 i 0 3 NC 3 NC 3 21 M3 1 max 0 3 0 1 3 .001 4 1 0 3 NC 3 NC 3 1 1 22 min , 0 3 0 3 0 3 0 3 NC 3 NC 3 23 2 [max 03 0 3 .139 4 0 3 NC 3 1900.463 3 I- 24 min 0 3 0 3 .064 3 0 3 NC 3 877.148 4 25 3 max 0 3 0 3 .165 40 3 NC 3 I 1562.619 3 26 min 0 3 0 3 .078 3 1 0 3 NC 3 737.568 4 27 4 max 0 3 0 3 .107 1 4 0 3 NC 3 I 2407.646 3 28 min , 0 3 0 3 .051 I 3 j 0 3 NC 3 1155.716 4 29 5 max 0 3 0 3 .004 4 0 3 NC 3 1 NC 3 , 30 1min 0 3 0 3 .002 I 3 0 3 NC 3 I NC 3 31 M4 1 max I 0 3 0 4 0 1 4 2.155e-05 4 NC 3 NC 3 32 I min I 0 I 3 0 3 0 1 3 2.07e-05 3 NC 3 NC 3 I 33 2 max 0 I 3 0 3 .358 1 4 11.617e-05 4 NC 3 721.599 3 34 j minj 0 i 3 0 4 .167 3 j1.553e-051 3 NC 1 3 336.51 4 35 3 max 0 3 j 0 3 .426 1 4 1.078e-05I 4 NC 3 590.938 3-I 36 jminj 0 I 3 0 4 .204 I 3 11.035e-051 3 NC 3 282.244 4 37 1 4 max 0 3 0 3 .273 4 5.392e-06 4 NC 3 908.098 3 38 1 j min 0 1 3 0 4 .133 I 3 5.178e-06I 3 NC I 3 441 9 1 1 .55 4 F39 15 max 1 0 3 0 3 .002 4 1 0 , 3 NC 3 NC 3 40 I min 0 3 I 0 4 0 3 0 I 3 NC 3 NC 3 I I i I 1_41 M5 j 1 jmax 0 1 3 0 3 0 4 -2.07e-05 3 NC 3 NC 3 j ill 42 f min J 0 I 3 0 1 4 0 1 3 1-2.155e-05 4 NC 3 NC 1 3 43 1 2 max 0 1 3 1 0 4 .358 4 1-1.553e-05 1 3 NC 3 721.599 3 RISA-3D Version 16.0.3 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 2 PC49 Company Catena Consulting Engineers Aug 13, 2018 Designer JY 11:02 AM RI,,,17, JobNumber : 2016135.00 Checked By. •,;,;l , Model Name : THS-Commons Canopy 6/S4.01 Envelope Member Section Deflections Service(Continued) Member Sec x in LC yin LC z[in] LC x Rotate[r... LC (n)L/y'Ratio LC (n]L/z' Ratio LC 44 T 1 min 0 3 0 3 1' .167 I 3 -1.617e-05 4 NC J3 336.51 14 45 3 max 0 3 0 4 426 4 1.035e-05 fi 3 NC 3 590.938 1 3 46 } min I 0 3 0 I 3 .204` 1 3 ;-1.078e-05 4_' NC 3 282.244 14 47 4 max� 0 3 0 4 .273 4 --5.178e-06 3 NC 3 908.098 3 48 min 0 ( 3 0 j 3 .133 3 5.392e-06 4 NC 3 441.559 4 49 5 max I 0 3 0 4 002 4 0 3 NC 3 NC 3 50i Amin : 0 ( 3 : ', 0 _ 3 0 3 � 0 13` NC 3 NC 3 51 M6 1 max 0 4 0 3 -.115 3 1.138e 02 4 NC 3 NC 3 52 min 0 3 0 3 -.248 4 5.326e-03i 3 NC 3 NC 3 53 2 'max 0 14 0 3 -.211 3 9.626e-03 4 NC 3 1310.708 3 54 �min 0. 3 0 3 -.494 4 4.501e-03,, .501 a-031 3 � NC 3 527..698 i 4 55 3 max 0 4 0 3 -.24 3 7.876e-03' 4 NC 3 933.88 3 56 mm ; 0 3 ' 0 3_T -.571 4 3.676e-03 3 NC 3 375.985 " 4 57 4 I max 0 4 0 3 -.176 3 6.126e-03 4 NC 3 1,1310.708 3 58 I in 0 3 0 3 -.418 4 2.851e-031 3 NC 3 527x698 4 59 11 5 max 0 3 0 3 -.044 3 4.376e-03 4 NC 3 NC 3 60 min 0_ 3 0 3 -.096 4 2.026e-03 3 NC 3 NC _3 61 M7 1 max' 0 3 0 3 _ -.044 3 14.376e-031 4 NC 3 NC 3 62 min ' 0 3 0 3- -.096 4 2.026e-03. 3 NC 3 NC 3 63 2 max 0 3 0 3 -.176 3 6.126e-03 4 NC 3 1310.708 3 64 m• in . 0 4 0 3 -.418 4 2.851e-03 3' I NC 3 527.698* 4 65 3 max 0 3 0 3 -.24 3 7.876e-03 4 NC 3 933.88 3 , 66 min 0 4 0 3 -.571 4 3.676e-03 3,_ NC 3 375.985 4 ill 67 4 max 0 3 0 3 -.211 3 19.626e-03 4 .NC 3 1310.708 3 68 min 0 4 0 3 -.494 4 4.501e-03 3 NC 3 527.698_ 4 69 5 max 0 _ 3 0 _. 3 -.115 3 1.138e-02 4 NC 3 NC 3 70 min 0° 4 Q 3 -.248 4 5.326e-03 3 NC 3 NC 3 71 1 M8 1 max 0 4 0 3 0_- 4 0 3 NC 3 NC 3 72 min 0 3 0 3 0 3 0. 3 NC 3 NC 3 73 2 max 0 4 0 3 0 3 0 3 NC 3 NC 3 74 1 min ; 0 ... 0 3 ', 0_ 4= 0 3 NC 3 NC 3 75 3_ maxi- 0 4 0 3 0 3 0 3 NC 3 NC 3 76 min 0 3 0 3 0 4 0 3 NC 3 NC 3 77 4 max 0 4 0 3 0 3 0 3 N C 3 N C 3 78 j min 0 a 3. 0 3 U- 4 0 3' NC 3 NG 3 79 5 imax 0 3 0 3 0 3 0 1 3 NC 3 NC 3 80 min 0 3 0 3 '' 0 3_ 0_ 3_ NC 3 NC 3 '11 81 M9 1 max 001 4 0 3 0 _ 3 0 3 NC 3 NC 3 82 min " ' 0_ 3 0 3 Q_ 3 0_ ' 3 NC 3 NC 3 83 2 max 0 j 4 0 3 0 _ 3 0 3 NC 3 NC 3 84 min 0 ! 3 0 3 0 3 0 3 NC 3 NC 3 85 3 max 0 4 0 3 0 3 0 3 I NC 3 NC 3 7, 86 min ' ' 0 3 ,' 0 3 ' 0 3'' 0 3 NC 3 NC 3 87 4 max, 0 4 0 3 0 3 0 3 NC 3 NC 3 88 min i' 0 1 3 Q 3 0 3 0' 3 NC 3 1 NC 3 89 5 max 1 0 3 0 3 0 3 0 3 NC 3 NC 3 90 I min 0 3 0 3 0 3 i 0' 1 3 NC 1 3 1 NC 3 91 M10 1 max 0 4 a 0 3 0_ 3 0 3 NC 3 NC �_3 92 min 0 3 0 3 0 4 0 3 NC 3 NC 3 fib 93 2 'max 0 4 0 3 0 1 4 0_ 3 NC 3 NC 3 94 i min 0 ` _3 0 3 0 3 Q _ 3 _ NC _ 3 NC 3 95 1 1 3 ,max! 0 4 0 3 0 L 4 0 3 NC 3 NC 3 RISA-3D Version 16.0.3 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 3 PC50 Company : Catena Consulting Engineers Aug 13,2018 1 RISA Designer : JY 11:02 AM Job Number 2016135.00 Checked By. ,4,- ��-,E, '.,,z,,,,,`,, Model Name : THS-Commons Canopy 6/S4.01 III Envelope Member Section Deflections Service(Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y' Ratio LC (n)L/z'Ratio LC ['96 1 1 I min 0 ' 3 0 ` 3 >I 0 3 [ 0 I 3 NC 1 3 I NC 13 ' 97 4 max 0 � 4 0 3 0 1 4 0 1 3 NC 1 3 NC 13 98 min 0 1 3 ; 0 3 0 1 3 0 ' 3 NC 13 NC 31 99 1 5 max 0 3 0 ' 3 0 3 0 i 3 1 NC 3 NC 3 100 I min; 0 3 I 0 3 0 3 0 I� NC I 3 NC ; �3 101 M11 1 max .002 4 0 3 0 4 0 3 NC 3 NC 3 102 min . 0 3 0 3 0 3 0 3 NC 3 NC 3 103 2 'max' .002 4 0 3 0 4 0 3 NC 3 NC 3 104_11 I min 0 3 0 3 II 0 13 0 3 NC 3 NC 3 1105 I 3 Imax .001 4 0 3 0 4 0 3 NC 3 1 NC 3 106 1 `min 0 3 0 3 0 3 0 3 NC 3 NC 3 107 I r 4 max 0 4 0 3 0 4 0 3 NC 31 NC 3 108 1 min 1 0 3 0 3 0 3 ' 0 3' NC 3 NC 3 109 5 max 0 3 0 3 0 3 0 3 NC 3 I NC 3 110 Imin 0 3 0 3 0 3 0' 3 NC 3 1 NC 3 111 M12 11 r`max .004 4 0 3 0 3 0 3 NC 'i 3 NC 3 112 !min .002 3 0 3 0 ; 3 0 3' NC ' 3 NC 3 1 113 1 2 :max .003 4 0 3 0 3 0 3 l NC 3 NC 3 114 1 min � .001 3 0 3 0 3 0 3 NC '3 NC 3 1151 3 max .002 4 0 3 0 3 0 3 NC 1 3NC � 3 116 min ; 0 , 3 0 ' 3 0 3 '' 0 3 NC 3 I NC 3 41, 117 4 max _ 0 4 0 . 1 3 0 3 0 3 NC 3 NC 3 [118 I min < 0 13 0 - ' 3 0 3 0 ', 3 NC 3 I NC 3 119 5 max 0 3 0 1 3 0 3 0 3 NC 3 NC 3 120 min 0 13 0 1 3 0 3 0 3 NC 3 NC 3 121 M13 1 max .002 4 0 3 0 3 0 3 NC 3 NC 3 122 min 0 13 i 0 3 0 4 0 3 NC 3 NC 3 123 2I max, .002 4 0 3 0 3 0 3 NC 3 NC 3 124 min 0 3 0 a 3 0 1 4 0 3 NC 3 1 NC 3 125 3 max .001 4 0 3 0 3 0 3 NC 3 NC 3 126 1 m i n 0 3 0 13 0 1 4 0 3 N C 3 N C 3 1 127 4 max 0 4 0 3 0 1 3 _' 0 3 NC 3 NC 3 128 min 0 3 0 3 0 4 0 3 NC 3 NC 3 129 5 max 0 3 0 3 0 3 0 3 NC 3 NC 3 130 ' min 0 3 0 3 0 3 0 ' 3NC 3 NC 3 131 M14 1 {max 0 3 0 3 0 3 0 3._I NC 3 NC 3 132 I min ` 0 4 0 3 -.002 4 0 3 NC 3 NC 3 133 2 ;max 0 3 03 -.116 3 0 3 NC 3 1310.708 3 134 I'min 0 4 0 13 -.287 4 I 0 3 NC 3'1527.698 1 4 LI 1135 3 Imax 0 3 0 1 3 -.162 3 l 0 3 NC 3 933.88 3 136 `min 0 4 0 I 3 I' -.402 4 0 3 NC 3 1375.985 4 137 4 max 0 1 3 0 3 -.116 3 0 3 1 NC 3 1310.708 3 1, 138 1 'min ; 0 4 0 13 i -.288 I 4 0 3 NC 3 1 527.698 4 139 I 5 maxi 0 3 0 3 -.002 3 1 0 3 NC 3 I NC 3 1 140 min 0 3 0 13 : -.004 1 4 0 3 NC 3' I NC 3 I 141 M15 1 imax1 0 3 0 3 -.002 3 1 0 3 NC 3 NC 3_1 1 142 min 0 3 I 0 13 I -.004: l 4 r 0 ] 3 <i NC 1 3 NC 3 [_143 2 max 0 4 0 3 -.116 3 0 3 NC 3 1310.708 3 144 min ' 0 3 ! 0 I 3I -.288 1 4 0 [ 3 `[ NC 3' ', 527.698 14 1 0 1145 : 3 max 0 4 1 0 1 3 -.162 1 3 1 0 3 NC 3 i 933.88 3_1 146 I min [ 0 , 3 0 1 3 I -.402 4 F 0 I, 3 NC 13.1375.985 4 4I 0 1471 14 maxi 0 � 3 � -.116 3 _._ 0 3 NC 1 3 X1310.708 3 RISA-3D Version 16.0.3 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 4 PC51 IIIRISA Company : Catena Consulting Engineers 13, Designer : 11 Job Number : 2016135.00JY Augg 2018Checked By. ,,„.,;� 0 ,,;y,,,;,, Model Name : THS-Commons Canopy 6/S4.01 III Envelope Member Section Deflections Service(Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (0)L/y' Ratio LC (n)L/z'Ratio LC 1481 ,min 0 1 3 0 1 3 -.287 ' 4 ' 0 ' 3 NC 3 527.698 4 I 1491 5 max 0 14 0 3 0 3 0 3 NC 3 NC 3 150 , 1 I min [ 0 I 3 _< 0 13 I -.002 4 0 3 I NC 1 3 I NC 1 3 1 III 1 III RISA-3D Version 16.0.3 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 5 PC52 catena : ‘,ygyaietien, Supplemental Calculations at connected series of related elements 1500 ne Irving street suite 412 - portiond oregon 97232 - v 503.467.4980 503.467.4797 ".-- catena : *„;TY:er! 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MEMBER Va0 Mau El Deflection Strength Service [k] [k-ft] [x106 lb-int] [in/ft of spacing] [ft] L/240 [ft] Red 190 3.2 15.0 1246 1.40 1.67 1.17 Red 190H 3.2 17.3 1389 1.25 2.00 1 .33 Red 190HS 3.3 25.9 1876 0.93 3.00 1.83 • • SC10 C Q � c an s sI un I ef ie nr gAl/f.— Project: No: S. 60 Page Subject: By Date: 'co ieit ''L510Y's\ ),) A 07/3 01,)7. • vi ' . i � 11 2141. 1 = efLtxI4' till 1 .- ks 3 11 El ) i ipatirj pit, - 3 i., if la 4 e-j: i.. 3 ty). )21 (160,ifiv ib,v,c) oi x..14 -- (27k, )01. ' 1 Li(k„„,1.,„ A) ,„.-.-', • - J'i 7 ' „Li, ,-..,;\„1 „-, -‘, skc115 pi �, 3 • , sci 1 400.,-.Ked „, Project: Project SPECLocation: Tigard HS Type: Business CR 12" Folder: Folder Date: 8/1/18 11:51 AM RedSpecTM by RedBuiltTM Designer: DAA j. ` v7.1.6 Comment: • 16" Red-I90TM @ 12" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 26% 828 3232 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 49% 7452 15082 Snow(115%) 1.0D+1.OS All Spans PASS 1 DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 72% 0.869 1.200 L/497 L/360 1.OD+1.0S All Spans PASS Span Total 82% 1.481 1.800 L/292 L/240 1.00+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 486(115) 486(115) Dead Reaction(Ib) 342 342 Total Reaction(lb)(DOL%) 828(115) 828(115) Bearing Flush Flush Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left ITS3,56/16* 4-10d 4-10d 4-10dx1.5" Glulam DF/SP 8,75x34.5 Right ITS3.56/16* 4-10d 4-10d 4-10dx1.5" Glulam DF/SP 8.75x34.5 (* =Web stiffeners required) SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 E0 3 36'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 27 19 0 12" Snow Roof Joist NOTES •Building code and design methodology: 2012 IBC ASD(US). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. P:\2016\2016135.00 Tigard HS Renovation\talc\Business CLRM5\roof joists.red 8/1/2018 11:51:52 AM Project:Folder: Business CR 12" Page 1 of 1 The products noted are intended for interior,untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed III in accordance with local building code requirements and RedBuilt""recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'"^ associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpecT",Red-IT",Red-I45T",Red-145LT",Red-I58T",Red-165'",Red-i65T'',Red-I90"',Red-I90NT",Red-I9OHST",Red-LT",Red-LT'",Red- WT" Red-S'" Red-MT",Red-HP',RedLam"",FloorChoice"are trademarks ofttlillt LLC,Boise ID,USA. Copyright©2010-2017 RedBuilt LLC.All rights reserved. C catena on nOunret."17 Project: .,.,- Subject* 1) 11 C/NC,/ \\:0\i) No: 1(..., /35 Page: Date: I) S f.:' ' (‘ BY. b A 0 ,,,,,....._ 1.-9 1.t)‘1 , G 04\ G-A- 0 7/0 V/ 11q6 tfr,\I is ec$eira-c i.o h s mmi 5tv e(AI ii4 t pas t5. 6 te. EL 0. 01 fcr i,..kAhn;,06a ;tit Aic.) SA) g 0; 2 ' W 6=3 165 4----i I ii nil' ' _ _ 1 .7F , • 1 4 ' pr &' 1.0. 0 ) ptx. kAb Li7i-lottiM pro 1.kci- 4rt d 1 0 W1 ) i ti 6 .1-0 4\, _S RUC i;5 E 7 I(1 r '2. ; ---; . o [-Nit 17 3 ) i()Tot.krt , ceAiejoiy e J )91,t2 24), ki t - l 0 4r$j - g -2_4. L. ) 1,j..rafe,... )i,q , J V: ) 3 0 vt p 11 [50- 01 5. 97 _ 0 ttz 33 . ) P 5 r SC13 Project i \ .\\ , No: ' ' 135 Page:evt 4tena : `,',;',",-.1:7 Subject: By: Date. ,..._ -,. ,i, c.3710(1113 V.-3 Us 6.,. s c v‘i ;r\vA•. ri 7 6-'4- g'9 0 li') ) ( P-= 7- 3 . 1psi . , 4 )7 L. ( 121%51, "FF1) 1 P ---- 21‘ )13 $ 5e,ic tz4 tt.1tv\\at5 ptir 1;Y- rp-: a. q cip5D5 k a i 2,2.1 11 13. 3 —II , ( 1 PP/10 LI 4 L,) 3 3b5lp\Aip Ect1 . -4 j • [r )c q. H /4: t1,.3 rix '\,kre.--1 0.7),1 E so .°)J 22-- 0 [104:ey Cr- poct, A tit @/ 1p .---: I.0 tIn‘An. tv-t1 j IS /La (0,i)(0.70(1.0) Wp -- 0. -13Wp Ppreoo< = 0.0(0.))/La)4 = 1 . i LiWp , , SC14 Project: No: ,4_ 1 AC:tena Sub' t• By. 1,T; .\% et1 FA‘v\lk.vo A Date: 67/0/2 1.,/,J(5 Tee ( irdo L) 7-ildiv IA: polo <20 ' us c 11ipoie w/ 11141( tkickA05 (s;M.1 ickr RO tix 1' ffi-P)( ) t : Fp 4. d. ).-13 \I 14 0. 2 lbs tsi h En‘ e4_2,11. pt,e 2014 .S5 Pti, 3 avcre“, 21‘1 )5 t dtpst Li 1/2, Am (9,5 Ai -11 +ill.3 [-E/._ al] A -7 a. P p= (6D rT/f- tdtpt)7(=3 [1,4k 04.2 ) / ).24 ro\5.5y\I 01 '7 712g„til)6' 501)t-F)(31)(3'1/4 :1-gfi)ov') 116 .tqfd-r)( 1 %)( 0) 11. tiP:ilt- (i )r2) 4-14 2:PIC( g) SC15 :: Project: -- 1;010( ` } ; No: _ Page: ty\-- e n i n e i n g f g ' 1 ftena engineer . Subject: r, , By: 1 • ° -� 1. .4-`( t6(\Lt. On A Date: OVA/ N5+ n c5e EONbat P05- cork' v,\ : 5 I i\ce, A i4 t4C v,I Un cls i f t('(A t 0r.S acre rt‘ �\:f C . 1 Tcr k r5 ptio-Pb`f',''rt� i n C f ', f yc,j ii 4ej`L Y 1 0 A--:: 5.5Lict-- J, ). 5--' i 7j r fIii,e � S2i ' �yP = ,S)(LII77 , I-f 1 . (LI,�d)(g fie. • 0 SC16 Project: iatNo: Page c ate n a o o s u• ' og oginee Subject' By: " AR' Date:f}e _ l ` si f/ A 6 \ E 7 g 4 `\ " �.. .en.�.� . x) B L@ y��i yt�V 1qq � fi 1 Lomgg 1,4)Z t _ e 10 ( ' i ) 65 A2.7 -4J , r � - t k ..-r,- ( )v,,,.(iki, i ,, ‘ 0 - 3 a2.) 1.4 , r � ;�1 , a 1 i ( p-1) i . r • ii _ 1 , • SC17 Project: No: CgfE't1d consulting% Ib -, g e n g i n e e r s Subject: By: Date �p 'I ,7/ `V�°j'£s • s W s .6C - o 4.r ocis ot t4 � c 2 A r j ' d i 1 1:// ' 4 1 1 1 e _ _ _ . , 4 s b3 k x1t ' S tt Ai iii,46 ,I 1 1 0 13i , S , k 1 e °a , Lir?-r814418:1:friu,L1' hid . r, z -10/691,(7,1 _,,,,,,,„=„...,_,A, TikAti< 1p JC o—Aitfrs-- -,--- ictitpEpt... . L J...t ____ ‘,.win,,,w . _ AAI, i,...„_, • SC18 C-cat-..,,,,,. Project: No: Page:�_� • s� ena a ^ rov ers Subject: By: � S Date:5 V N$11; S P�D(?:=�5 b Date:y, i2 • D 1-0 \ p5 9u- gO I\o rn ESP\; 1 o.d5 l30,0 &JC ISps-. y C cx,, - i..)5-; p1t r1 tt]] 11 4yst' SQIN Lao "1 1�7 NQS j^ buy 9 Qi--e 2'iVII ! ----- ICI g ,6itt‘ e D4.. , p , . 5‘), Li 4 a illNr t , ..ab _ .ii (1 L1) LAsE7 ri 5e(t.34). ` ] 4, � Ac `2h-7 /56k- f'sitbd K V4(1b/ft1) 0 4, ', p b c 5f( '.Lt`,y,ce -I.Le sc�,fin , h 30 ( tromcnC�n l, i\tt . , tGSl S= )ctt j. 0 Ho too £ ,crs k = (. 5 [ cab � 4. -.1 (sJg�5)] i s7.- [Tabu 2 A t"1 (<7 ec)e tit,f,i-c q3r 4.1 6. 14 T/ �, rct 3-(1Edi*` II C , 4_ e eta y , t it 3VNliinE)- — '� jv c-f t • ' • p- SC19 /` ": r.- catena ec or,n.s,un let el nr g Project: Subject: By: 'A pj) i 6-i. No: 1 6-135 Page: )it et f 6i '"1 I By: Date: 1 • 5 N it e s\ pRs t ill' 0,7/1 /Ay I \ 1.V.i.e- 7 ti i / J-00,,6 curt,1)11,,a1 iGn S : ri,-..„._ _,,,,,. Li, ) ) . I IV , i 4.04)11 )' tif.$ .4'...iit,'e i. b -5 1' 0,5 W L i 103.4 c'T. .,.,... --1 , 1 I i V tli, is. / 1 1 Orfk1.6 q : t \ , -). it .R‘ 1 ,\ 9 1 . I )5,sti y 1.6 6-)Dfsi I -4 ei.5( q 9Q51 ta 41P4'1 • ,.. , , ,7opf .C2 .5psf ..,..... vil tiii 1 & , iii ttn,\'‘.I 3 9 0 vt Ck\S 0 SC20 --",N. Project? i / t‘ n t 1 fru 1 tirri NI Y1 1 i I No:i 1_ )3 s Page: 511 1 4ena onsulting : ngineets Subject: By: A Date- . ,, %‘4,_. 1)N C-1tAt NePag Dr, °Alla , 1 ) r‘ ' I)- .:\ -IA-Le likly .1-00,0•5 ,0) r,„ i ,.,,, ,.., , I rl KALI- \ i o , , , „ , -÷ _..„ I .,..„ 0 ki J i 1 1 1 • ,) 0,5 1'04 r5t 1 .C . _- -- ,I.. ) I , N , i 1 i 1 i ,;) i ''' ''::: ' 0- 1091 1c7 iV t Li v L , ) .5 , / ,27 (-- i' V 41 '01 . (.. li is 1 V : t .1 k '0 ii I 1 C) lle i i . i \ 1 11 57,1 1i/if+ -0 41911) ( 7 - b - fi ' 1 , ,,2 . ,..) 1- t.,--- -;"--- 4 V• I N` 'i, --- 11 4- j C'' ,‘ 1 t ql 0 t,8 1 L60 -----(3„S il d 1 .7; Li. Li q k T-t,, -, 0 SC21 Alt.$.----„,„. i6_,A iz,b \\1 6,...1.1ii Catena agi ^leten gs Project: No' p Pa e:w } Subject: By: it Date: t c � c,7 / fl 0 ( 4,,i. \Age=,r ` tiii a i .360 .) ,d " 1 tAf: I) . [Cdf\S tr c41 \Jt k , ..; 5'4 . . f - qf_ 41,9 ,g I) - , i 0 s' 4-i el .. i 1,„.17c1 i : - j ) tf- /Lbci \ I-1-y- 1 ,A, .- -.4. ur. 4 1 5-2 -o 27v i -- -- ij 0„ ,v v)-- , : , . i t•t,,„ c jL N i 'eN — 1 P. 5'1. -(6. z 7 49 7-f 12', /-2-----"A (;I. Y'S1)12. .)..S.in3,1 i. z5- imd < 1, 4 vv\i s ` . . „ 6 i SC22 '�' Project: Q -r (1 b A � No: f J ) [ Page: � ,2? Catena e Subject: t B t b 1 J b 0 - t Date: 5L4‘t l<4y•ft i) aft, A 'bolt 1,0\e5. [Als6)60-11 6-21 — 0 6. A ( EFt.. k/t 16 <')_ 04- 63.5 C ,, - l.0 A4i .= (CA,,/g )k 4)( 36') - 751r\ sof„ 1 0, [,0 \e ° - ei (3045C:11A /5r f14-)( 0) tio.5k (1�v {)- � s ,r ,5 ->7 I. 8 Li x ;1)5 �� ),\Po r tri i� ()\ t � �e`►� g SkCc f. t nuw si cs�c�► ,f C u � ,e \ ,� 5145• SC23 Project: No: : Page:` ' � � �M� .Ti.1 i�.E� consulting e n g i n e e r s Subject' By: Date: e •6\41.s.1-1A � PI x, 07/12113 0 V.,,,..e,s,.: y. 41/4--'‘ V-c\-. °.. k p 1 tas.t. 4;i'ts ii i n *4 cAli ) iil!--: i 1 r r go, , 0 ‘o , ,, , 0 a , , , o RS 1:\W '\ k 1 0. S tC y a _ i l r LCk t\ '' 0 5('rt � .~� €- x, c8,1a b' 2,0 i { k : 4 i . 2 t , 1, * " I E P6 . Ii 11 ii i . p} I. 9 3 k.q1) DI 1 -- ikt '�. • r J l t i—AAT S 5 I'd i Lcl... SC24 cg Project: 16-A RI ,i b No: i�J 1)5 Page: / q ena : Vg',`:,':1",g, Subject: By: , pate: 0 , ,,, ,.\,,.._ 5v 5�Ao E. $\)PpORI 4 0,//1//7 (0,\CU t 6,,ti1/4c..1 53/41- 5 o(\ V CC,1.1.5 J"/ s ,r L PAOrr\tft L 1 q,stftVIS 4 4 /4: ! Vi OM E ►� Pu sde = b6k — L .33zk �t5 S 6`` R0 ).,MCAS o \116.oi`s i6sCi\ J. ? k;cs • G1tw } ( �, / \ f it ' '; 7.b , . 2,4 _ . 3 NS t 5?(Att 9, LID Co.4ttiA, ', , ., 0 615 co\t IV'i 1 L0 ed? Jc ciCkt1 it0 r Sl` (6\p‘,...64:y 13 ` F R .,i,f c/Or cx'7 x'91 J -4 e Y\A cei,1 ref i , rt i , C+ jos. 1 n5 - Qtk —�,o<iz1jo�` CTI �i 0 SC25 9Veg, Subject: ie.----*•, cn31 t len, Project:Ti t9-A1:4,1) \\\ trilt No: =., By: 16 5 Page:1/4( fatena : °, Date: *5\1141c\N At E S\...ATOf;cf..3 0A oliii-iiii2 0 A P dack L.p.f 'iq 5 10 iv: sTvt) ' t 1 i LA p *rt v 6 L ; PI -7- 151<6 li 1 A V' \I 1 : \V - /* l A/6 A _.„...2. Ai jlth o , ""2-- . f----i IA 43 k 'qq, 1-` \ / Ar5/ metstAti (2,011.1r14 ', it rev 1 ..- .) l i, Li ti t'Ss 4./J-c4i 4 I i Q /V p‘s.*::: 1 1 A, v , ., GIAA s:r. ..,,, 90' i r 4 )' ) ''' 1 ' 6. t tt, 23.4: 5eir v5 ,t-Tf'. rT5',,irct,‘„1.3' , k I , i i i 4 i 11' 14 lil ili , 41) 1I . t I Ifr 1 i $ i 1 PF: 11' , . 1 III 4 ' R,\\,.., Lii I i -- 0 I € - I 1 6 01 00 v Iv/ I® it 9 0\.5 0 SC26 Project: TIGARD HIGH No:2016135.00 Page:1/ '""' catena Subject: HEADER DESIGNS By: IDA Date:07/20/2018 cA1t4 oft i-txKia io ,c......\ k5)Nfi tl-ti. V-tAk.,1-5 000- bri 0 ,,e cc. ( ) 0 c\ i.,_6.. e . ,. I - c Are or N iro L 1 61/4-,1 5 ilowh ,e' oyi. 6 i 5 ‘,,k,ON q is \k er i r‘ e CAl4 p.ve.tr. (----\, ,,,,c---\, cN cm) iC I_\ i , ,, (CK, (CH) ....., _.../ , .,. 5 1 gi iagf ' r c 1 ... i i 14io'n, i 7• . 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E0,*0\ .:-"'-(.01 'N) i 1)i i) ( 4,,1, 0,Ok pii) -2.--- ,6"--,1-C,,ecfliDeA ,i,4) , 2_4;1_ :5, qL i. ...... , � 1 6 • ,,., _ .."V\ SI -1 ,t2-(°,ii:1,5)4(;3...y.,1C\' '.1.5.,,,,),,,,\II,., ,_ 4 6,,f2, 2 pit i tzli)(1,5)(3,$) ,= _ , -, ) i.5 ( , i:;(..9..LiA, bi.: tc,),) \txp. „.(;) o.( L'i--N,) i 0.1' .1,7 ‘` t g SC32 ng'iv: n,! Project: Subject:1 1 64;Rt \k 6r*:0 No: cafe : Page: Lj. By: 2,01 i I;ST, a 0 iffi i ) , Date: • ebf.5i 6-'-'s DA 02/26-13,11g -s 0‘ ;,- ( 16 , F1 71 t 4,1 ..,i 11 2- , b -i j CON e / ._ \1/2., / r''' \2 4, i I-b 1 , ----.[ 1 4 _.‘‘4 _.,.-,.....I „.,. t . ) c: i (\ LEI i- o ,/ 1 • ut 4.171;11 S13 . c'.. i 0 (No 11\x t'ck\ t 30 L V kit I j , ..„..„,,., ....., t m. t - 7 Cci.._ 1 ! D (A 4 — 1-. 3/ :ffiki eq. 21 DtA afn birlti. - 4). 6') -i \.„ • SC33 . ( Project: No: Page: ;It/TK;*xomGH 2016135.00 & / �7 - catena : .;,...... Subject: By: oo«* / HEADER DESIGNS DA 07/20-23/18 �_~_ �� -- NOTE:This calculation is performed using NDS 2012 and ASD loads and factors. Project Description: 1. This calc is intended for the header along grid line C7 south of grid CL.The headers are assumed to be oriented flat, as a bottom plate. Member Geometries and Load Inputs: Description Variable Value Units Reference Length (L) 6 ft Effective Length(Strong Axis) (L°,) 1 ft [Section 3.7.1.2] Effective Length(Weak AXis) (Le2) 1.333 ft [Section 3.7.1.2] Moment Demand(Strong Axis) (K4�*,,) 102 lbft Moment Demand(Weak Axis) (W1m,)(2) 1179 lbft Shear Demand(Strong Axis) (V*',,) 67.5 lbs Shear Demand (Weak Axis) (ymax2) 786 lbs Axial Demand(+Compression) (Pmax) 0 lbs Reduction Factors and Strenqths from NDS Description Variable Value Units Reference Design Value- Bending Fb 1000 psi [Table 4A] III Design Value-Shear F. 180 psi [Table 4A] Design Value -Compression F, 1500 psi [Table 4A] Elastic Modulus-Minimum E mm 620000 psi [Table 4A] Reduction Factors - Load DuratiCDon 1.15 [Section 4.3.2] Reduction Factors -Wet Service Cm 1 [Section 4.3.3] Reduction Factors-Temperature C^ 1 [Section 4.3.4] Reduction Factors-Stability CL 1 [Section 4.3.5] Re -Size CF Differs [Section 4.3.6] Reduction Fautorm- F|atUom Cf" Differs [Section 4.3.7] Reduction Factor- Incising CI 1 [Section 4.3.8] Reduction Factor- Repetitive C, 1 [Section 4.3.9] Reduction Factor- Buckling CT 1 [Section 4.3.11] � III SC34 Project: Na: TIGARD HIGH 2016135.00 Page:A -11 ../ . c6ena : °,7,',u„v1",9. Subject: HEADER DESIGNS DA By: Date:07/20-23/18 Calculated Design Factors Description Variable Value Units Reference Effective Design Value-Shear F", 207 psi [Table 4.3.1] Effective Elastic Modulus(Min) Emu., 620000 psi [Table 4.3.1] Iterations Select amt and Members DCR_Fbi DCR_Fb2 DCR_Fo. DCR_Fv2 DCRcomb Amt Width x Height 2 2 x 4 0.12 1.42 0.05 0.54 >1 3 2 x 4 0.08 0.63 0.03 0.36 0.71 --), / / / iiy,)\t 11 #### L - 0 0 SC35 ProjectNo: ;'-Ab \.\\IrN Pag* ‘t ena :`,1 ;=1"rg, subject ‘4 . 1vbscl. Byj3-. 11)165. rz) ,DA o?/2J)2 = 11/4 1. r LL k t.‘ k k = ===== • == ' I ° a I •1 1.;"4.45 k.741 I f • SC36 Project: ! No: Page: I 1 b-A VI\4-11 1,3 1 k Ae".*--c a te n a engineers kb 0C" 00 Eis Subject: Date:" -4. • -4....... -, .,, ..AD!'.:k ‘,...\,,Eill,Tt v ii o,.//to-23,q3 ,„......„. „---, A,A ..,,,'N i 1 r \ ' 1 , 4 *\ tH LI ivt, , (DI\ c 4.., To. a k, 1 ,, I . _ t . : 1 t 1 1 t t t , t , II Tit 11 t t t , _ 1 “ , , I , ! :1 , 1 1 ,l. 1 .,....if ,, p., k 1 1 -4,--- " ,..t.- i , , y , , ,„,_„---A,, , , A J b • • \3 : iox . it22, : , -oil, L , i \ $ \ !il , i t; 41 ,, - , 11 1-l'1,Nvvt 11'1'1 eiS f oti, ' 'f.Ai (MC - T b•f Y t , !,,,1117,1,/,,,7:.„!"4 +,1,:7,1— we,t6 q ;• q T b i i I ti ,,e-- _-. --) /1"'"4 .7 .4.-. S , i, i e- -4 .?:,:i‘: - _ - - 2_5417r • i 1 SC37 C,_,,,, catena : n.',vetienrgs Proiect: \ ' l' Subject; No: . 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Project: AR SubjeTct' No: i..0.1131, e() • / !, , i ! . .1. 1 , ! i i 1! ! ! , !.! 1 , - 1 , 1 1 , r r . • g= ,,,..' I. l• ie l''N i,.';!:.,;'•"" ; ,l'', ,,, : 4. 4. 444,44 .• 4'4< 44;4 4 44, f = ,.. - _ \, .. 0 SC39 . ,. / ----,,,..„,, catena : . 9 , .v. .1 Projec Su t: No: 101613C- ili By: iN A Page t . ......_ -..:.„!__....._..6.. Date:k ' I ;!%.,,,,_. REAttik DC516eAl U il 07fiC1-2-3//S • te.ap‘htLIroy\ -„,..__.............. . _.................__ ______ ii,L(4':-.1:,IA11-..-1„,,,),,,---------- %vs/fit it \ 'Ltilittt.,0 1:, I 1, C 1 ' Alliel",4,4-ii, ) , _ P i . - •! ,A ' 14,4 f; I (7-1 ) leTTI '''''''' • ,= , -re , 1 •i , „,,, .,„..,-4. c.,,,,,,:v .,,,,,,,,.-1„..,.-, t,,,,,, ,„,,,,,A,„ -II 4t 14,(xl) c;c: vRe -,k; ;7,; - , 0,,,ei,1\4, 't,t,,:..,, Pa2j-c„, 049eo ,5frvi,-5', ds reigt , ,.' ,..... 1 •,,, . / „,.. ,: $C40 . . . . . ..... ... . . . ... . .. ... .. . , Project: No: • ..,.. , ry}p/�/.y �,- `� 6,t j¢°` Page: E' ,. Ci.AIGl14/ c o n z e i t i n g l dl �! p i f t: it ,, a engineers $UkjieCf: 41} c . By 3 Date. a14rADR D 5l -;" il X45 '! . f 11 , 1 i € 1 z i z _ j j,1 , . Id] .. —27 h ill#, . : _� JiEE d ..r t -I 41 t,,.;:P. 0^15 til .r`f -t \ , a i 5is .. p r.,,e;.,I 4f t5 r R"" .2 # i ,,a, of { Ce '910,7 ; Q4., } . r 1 L :, ak , . : \A .e (t i Sri,Sriuw Lick , IS � ,° C ; v e 0 -- i•--•.-g 7 7 k 44 SC41 '4 Project Name: Header 3 design 800S250-68 Strength Model: 800S250-68 Strength Date:07/25/2018 Code: 2012 NASPEC[AIS!S100-2012) Simpson Strong-Ties CFS Designer"' 1.5.0.0 Reactions Support Reactions(Ib) R1 4362.50 R2 4362.50 Shear and Web Crippling Checks 234.00 Bending and Shear 97.9%Stressed (Unstiffened): @Pi Bending and Shear NA (Stiffened): R1 R2 Web Stiffeners Yes @P1 Required?: 1150 Point Loads P1 Load(lb) 5800 X-Dist.(ft) 6.25 Section (2)1000S250-97 Boxed C Stud Fy=50.0 ksi Maxo= 23437.9 Ft-Lb Moment of Intertia,I=43.65 inA4 Va t•-•19727.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 22695.3 0.968 22695.3 None 23437.9 0.968 0.416 L/360 SIMPSON STRONG-TIE COMPANY INC. vAvwsirongtie.com SC42 Project: No: Page:',,g: I j 't,1 417tena : , 9 , . :.1,1 subjct: By: Date: 0 , 'N,J,J.,_ IA et ( Ve,'(..,,51\9 V"\,. t)A 07/20-iv/ k..., , \ -\'‘z T r‘Atilik .4;5 ii t\ e\'‘, 1 i\ir Lv.11, 0\14i, 811N\a-74::12,Y ift -t. 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',`?' ;/ :-.^ '4", ,`• 4 te; m 11. , to' -ti ,,,,c, 14, 1 rz, , 0 - s., c;--r, It = ,,,,, - 4(! , „„.„1,.. Li ., -.J. — , . ) ) .), ti- v., , i 1 SC47 7---"" k„. Project: , ,..td, , , t.:,,, :: ,,,,i No: Page: ir i „. s 1.24 1 4,--tj -1.,p l ; ?IT ,4() !.." - ,,,,I. 411,,I;I :11., , v ''. 1 i a ' '''' , consulting catena g g g , g g g r s Subject: By: Date: A 1 lv 0 )I,' IC *•1E'A R6 tz- [ ' 4 i 6-111 r°, ii:.4 t,'i 4,..c, -z—b. i.1" : v v • , e',C I (4-41 ro-e. (1, , _.----- .4P ,r ,„ , 5 ' tlt O p..,..,„ ji. ii „,..,, ......., , : 4 — , i I:44)c .,... „ t. ,u ,..,,,, ,,, , - 5- , ,,,, , 4 ..., u „ i,.„ ,....„, il , f ill R It. 11 ii w.t ! Hi t li , Ili I 1.i ., i arn-.4 i,_,411 0 , t i 1 /- 0 SC48 .. .... Page: i Sli Li caten a .: , ngT'nletenr! 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(1) 0 Cn C) 0 m a 1E I I Ol z tA r7> CZ% I Ol z Project Name: Header 4 design 600S162-54 Strength 0 Model: 600S200-54 Date:07/25/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designerrm 1.5.0.0 Reactions Support Reactions(Ib) R1 702.00 R2 702.00 Shear and Web Crippling Checks 234.00 Bending and Shear 12.4%Stressed (Unstiffened): @R1 Bending and Shear NA , , (Stiffened): wgx R1 R2 Web Stiffeners No Required?: I I 6.00 Section: (2)600S200-54 Boxed C Stud Fy=50.0 ksi Maxo= 5065.9 Ft-Lb Moment of Intertia,I=6.64 inA4 Va=5645.8 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check MaxrnMmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection • Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1053.0 0,208 1053.0 None 5065.9 0.208 0.035 L/2066 411 SIMPSON STRONG-TIE COMPANY INC .._ www.strangtie.com SC51 --,, dee- Catena consulting eniners Project: \ t% Subject: 1"1-i‘ I'1\ 1-\ By:No: Wit 35. ck, ge -) Page: I ti t t Ai t a Date! / • bE bA' D , 5 ) fi AW k k t / V,,--.4.- 6,4' C1\ 6\1.," 3\ , .i'iv.0, ,v\ 11 1,15 -- :):Ze :,.. t,\1 i k -v, ', -,,- ,-.. - .4. 1 6i, - 1 i '\z:: ; - v10 %f '51. - 4 4 to 5k ‘„p I lip , ) J I" I ; k.)1-40\ki , p5t s — t L j LC.t I r i 1 „\'t 1 ...V.1:: 1 ' Ilitto1/4Xkly lik I di/ t' -t. , ,-- .7 4/41 41 417 I 1 La g)i 1 6 ,,t 1 / - 1,- ‘,4,( et '',11*:::•. , "---',1-1,,I,t , 0 e „. < c, ,, p3 ( .0 I005 ....‘. -v .., ....., /c010 , ti .t4,,k 0/4 - 1„ • AY,61 -N. iliA i,q.its,•ic /t„.,,,-,..,,---1-:ii f . V, 1J;t aIA,•Ci tal ikW/, 1. x) ir I), . 4 'k " 5eki, 0't A' I Utt-a r 1 fiu , Oil Vic 2,6X1 -5 LI ScAte,' ,5- b -,7. I C , 4r,,5 I,,4;,,- ,„..tt ,,.,/q .'• , U, • i ,„vity P II ,,,.)4t, t°. 5 - i i : I/ i Lte," ct6‘.0 t70 t i5 0 SC52 s-1.' Project Name: Header 5 design 600S200-54 Strength Model: 600S200-54 Date:07/25/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 1.5.0.0 Reactions Support Reactions(Ib) R1 1207.50 R2 1207.50 Shear and Web Crippling Checks 276.00 Sending and Shear 21.4%Stressed (Unstiffened): @R1 Bending and Shear NA ‘‘ \„• • „ (Stiffened): R1 R2 Web Stiffeners Yes @R1,R2 Required?: 8.75 Section: (2)600S200-54 Boxed C Stud Fy=50.0 ksi Maxo= 5065.9 Ft-Lb Moment of Intertia,I=6.64 inA4 Va=5645.8 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2641.4 0.521 2641.4 None 5065.9 0.521 0.186 L/565 41) SIMPSON STRONG-TIE COMPANY INC www.strongtie.corn SC53 ,.. i ---%,-„, fca--- tena : oe ng ne ie,e. ar g, Project: t t A pi‘ , Subctif je , By: D ate: '1'1 eti,i2w z-ni --,, r- , ,, c4::;, x- (..I\. k., r'C,.. \sk,...-• ....\ri 4, 110 i i f 1 1 , \-,,,'I, cl\ ( e„. 1 i ' 0 ,.. , ,-0 t7A i „,,,,i ,-) 7 i 3 i ) ÷ 04 ( 0 / 1 \ )r\OV Lo U , 1 ,,et Y I 3' li ,.., u , ...„: 4. 5 eel V ' IV ,,,a,.." i 1 I I , , o ,,,,, , .--, i , - .5e-- .v,-- i. c ,; 0 :11, _c,,,. ,,,,,,t ,...„ obitle 5 1 <,- 'T d; oft-wt„) I,Cr) il .9.,. , SC54 TekIa Project Job Ref. Tedds Section !Sheet no.trev. .2 • Calc.by IDate ! Chk*d by Date App'dby ' Date D7/25/2018 ANALYSIS Tedds calculation version 1.0.23 Geometry Geometry(ft)-Douglas Fir-Larch 2"&&wider No.1 -3/2x12 -1 A 14 2 6 o-X 1 Loading Self weight included Dead-Loading(kips/ft) c•I c•I i4V.44;k424Wk4654A2M&aL:011M'A.:, gg:24,W. V. Z.NInt snow-Loading(kips/ft) 0 Results Total base reactions Load case/combination Force FX FZ (kips) (kips) 3-DILS(Strength) 0 7.242 D(Service) 0 3.612 Forces Strength combinations-Moment envelope(kip_ft) 12.7 410 SC55 !� Project: No: Page: nsAmoH|GH 20\6)3J1� "�� _��. � . _� � �p~°��u��K�� X �� '/ ' ' ' Subject: By: Date: HEADER DESIGNS DA 07/20-23V18 � �� • �� N� NOTE:This calculation is performed using NDS 2012 and ASD loads and factors. Project Description: 1. This calc is intended for the header along grid line CC west of C7.The member is assumed to be oriented vertineUyThe spreadsheet iauoueUy ' usedforbioxia| bending but setting weak allows for minO|ebendingana!yois. Member Geometries and Load Inputs: Description Variable Value Units Reference Length (L) 14 ft Effective Length(Strong Axis) (Lel) 1.333 ft [Section 3.7.1.2] Effective Length(Weak Axis) (Lou) 14 ft [Section 3.7.1.2] Moment Demand(Strong Axis) (Mma,t) 12700 lbft Moment Demand(Weak Axis) (kAmax2) O |bft Shear Demand (Strong Axis) (Vrnaxl) 4500 lbs Shear Demand(Weak Axis) (Vmax2) 0 lbs Axial Demand(+Compression) (Pm„) 0 lbs Reduction Factors and Strengths from NDS Description Variable Value Units Reference DeoignVm|ue-Bending Fb 1000 psi [Table 4A] III DeoignVe|ue-Shear F. 180 psi [Table 4A] Design Value-Compression F, 1500 psi [Table 4A] Elastic Modulus Minimum Emn 620000 psi [Table 4A] Reduction Factors-Load Duration Co 1.15 [Section 4.3.2] Reduction Factors-Wet Service Cm 1 [Section 4.3.3] Reduction Factors-Temperature (}t 1 [Section 4.3.4] Reduction Factors-Stability C1 1 [Section 4.3.5] Reduction Factors-Size Cr Differs [Section 4.3.6] l Reduction Factors-Flat Use C* Differs [Section 4.3.7] � RaductionFoobzr-|nciming C / 1 [Section4.3.8� ReduoUunFador-RepetitiYe C, 1 ion 4.3.9] Reduction Factor-Buckling Cr 1 [Section 4.3.11] ID SC56 1 --.. Project: , yel TIGARD HIGH No: Page:2016135.00 - cateno e Subject: 1:el II,I Subject: HEADER DESIGNS DA By: Date:07/20-23/18 0 _ Calculated Design Factors Description Variable Value Units Reference Effective Design Value-Shear F'„ 207 psi [Table 4.3.1] Effective Elastic Modulus(Min) E'rnin 620000 psi [Table 4.3.1] Iterations Select amt and Members DCR_Fbi DCR_Fb2 DCR_Fyi DCR_Fv2 DCRcomb Amt Width x Height 3 2 x 12 1.40 0.00 0.64 0.00 >1 e-N 2 3 x 12 1.26 0.00 0.58 0.00 >1 1\01 , 1 4 x 14 1.29 0.00 0.70 0.00 >1 \ 1 i -t - - rt,i qc, f , I III III SC57 Project: Na Page "t. °. ,,, c/e n a con s u i t i n g !f i Li engineers Subject: By: Dat ,,,_ . k ;,(% `ti'J-1 { r, -i,,r7 e, t : , ,,, ,ti ,., , , i i � , v ' vcrw-<0 r\-, kAANNtki v.,0't• t\..ot T4 'NI ,9 1'AI(AN\ Q 6.D:3 ! t:.... aa,.`i 1 �^ , �� ttt 4 I \,t _.. ; s � , 160t!� ia•..�/i --„.< w � 5..e, : e ,5 t 0I� ,_ . a i t • • SC58 Tekla' !Project ..., Section Sheet noisey. I 14 Ill 5 li 0 i Calc.by 1 D I Date I 1, i Chk'd by , Date App'd byil 1 Date 7/26/2018 1 1 1 STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)MEMBER ANALYSIS&DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method Tedds calculation version 1.7.04 a .,... ft 1 14 I A 1 it Unto ctored Loads Self weight not nclueleri 0851 Ella,Ad 01,A Man. --.....031366§MengiMM 6 0 111111111111111111111111111111111 ft 1 14 i A 1 a • Load Eno/opo-Combination 1 0 705 ft t 14 A 1 8 Load Combination I(shown in proportion) Snow I ' • ,, ,' ' ' ' I 1 we 11 Doll:! s ,‘‘ ,,, :, , ,,' , ,w: ‘, ' ;•,:•‘•'' ' •'''' • ' ' ' • I Z. Ls. ft I 14 i A 1 e 0 SC59 p�� Job Ref. °�"== + � Tedds D ` 7 Section Sheet Calc.by Date Chk'd by Date Apmby !Date /7/2G/2O181111 u�^ ��w°��c~°u� ..-� . .,o`— " | wuo A 1 o kw, m�w°�� ou oo-� 0613- ft4| 14 ^u � A ' u • Applied loading Beam loads Dead full UDL 258 lb/ft Snow full VDL 68 lb/ft to 451 lb/ft Load combinations Load combination 1 Support A Dead x 1.00 Live x 0.00 Snow x1'OO Span 1 Deed" 1.00 Live x 0.00 Snow x 1.00 Support B Dead x 1.00 Live*O.00 Snow x1.0O Analysis results Maximum moment M =137�1 |b_� � m=0|u_� =^ � Design moment M=max(abu(M=.,).aba(Kxmm)>= 12721 lb_ft Maximum shear Fmax=3173 lb Frm"=4u68|b Design shear F~mox(abo(Fm=).abn(Fmm))=4u6V|b Total load on member YVw=7241 lb Reaction at support A RA_m",=3iT3/b RA =3173 lb Unfactored dead load reaction at support A RA_Dead= 1806 lb Unfactored snow load reaction at support A R^` =°=1367 lb Reaction at support B Ra_~°,=4068|b =4068|b Unfactored dead load reaction at support B Rv_o°°u=18p6|b Unfactored snow load reaction at support B RB_v""~=2262 lb SC6O Tekla Project z Job Ref. Tedds s Section I Sheet no./rev. / • Calc.by DateChk'd by I Date r App'd by Date D 7/26/2018 0, f..5.125" o. - 4 3".o..• Glulam section details Net finished breadth of sections b=5.125 in Net finished depth of sections d=9 in Number of sections in member N=1 Overall breadth of member bb=N x b=5.125 in Alignment of laminations Horizontal Stress class 24F-V4 DF/DF Tension parallel to grain Ft=1100 lb/in2 Compression parallel to grain Fb= 1650 lb/in2 Bending about X-X axis properties(loaded perpendicular to wide faces of laminations): Positive bending Fbx_pos=2400 lb/in2 Negative bending Fbx_neg=1850 lb/in2 • Compression perpendicular to grain Fc peep=650 lb/in2 Shear parallel to grain Fv=265 lb/in2 Modulus of elasticity E=1800000 lb/in2 Modulus of elasticity,stability calculations Emtn=950000 lb/in2 Mean shear modulus Gde,=E/16=112500 lb/in2 Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending Fby= 1450 lb/in2 Modulus of elasticity stability calculations Eymm=850000 lb/in2 Member details Service condition Dry Length of span L51 =14 ft Length of bearing Lb=3 in Load duration Two months Section properties Cross sectional area of member A=N x b x d=46.13 in2 Section modulus Sx=N x b x d2/6=69.19 in3 Sy=dx(Nxb)2/6=39.40 in3 Second moment of area lx=N x b x d3/12=311.34 in4 ly=d x(N x b)3112=100.96 in4 Adjustment factors Load duration factor-Table 2.3.2 CD=1.45 • Temperature factor-Table 2.3.3 Ct=1.00 Flat use factor Table 5A Cru=1.10 SC61 - m�z�� ' Job/Project ' � Tedds � �1�� | � Section Sheet no./rev. 1.1 Calc.by Date Chmby Date App'd by/ I Date |O 17Q60018 / Bearing area facto 'o1.31O.4 C"=1.00 Length of beam between points of zero moment Lo=14ft For species other than Southern Pine x= 10 Volume factor-eq.5.3-1 Cv=min((21 ft/Ln)`m x(12 in/d)^*x(5.125in/b)'m. 1)=1.00 Depth-to-breadth ratio d/(N"h)= t70 Effective laterally unsupported span length le= 14 ft Slenderness ratio for bending members-eq.3.3-5 R^= x d/(N x b)2]=7.587 Adjusted bending design value for bending F^^=Fbx_p=`CnxCwm, Ct^{c=276O|b/in' Adjusted modulus of elasticity for member stability Er"m'= Er"w "CME"C'=85U00O|bVnz Critical buckling design value for bending F*c= 1.2 « Ernm'/Rb2=17719|b/inz Beam stability factor-eq.3.3-6 CL=[1 +(F^s/F^^)]/1.S-Ni[([1 +(F^c/F^`)]/1.0)2'(F*,/F^^)/0.05]=V.99 Bearing perpendicular umgrain'd.3.1V.2 Design compression perpendicular to grain Fc_,°rp'=Fu~w ,C,: Cu=650|b/inx Applied compression stress perpendicular to grain fc_p"co= RB_~=/(N" b »Lb)=@65|b/in' fc_p°,p/Fc_pmrp'=U.407 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-o|.3.3.1 Design bending stress F*'=Fm_,�,CuxC."min(CL. Cv)"Cc~3735|h/inz Actual bending o<mno �= M�",/S"=22V6|b/inz •�/F*'=U.8V7 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-cI.3.4.1 Design shear stress F,'=F.,Co"Ct=385|b«nz Actual shear stress-eq.3.4-2 =3 x F/(2 x A)= 132 lb/in2 �/F",=V.434 PASS-Design shear stress exceeds actual shear stress Deflection-c1.3.5.1 for deflection G'-E."Cmc"Ct=18000Q0mlin' Design deflection Seem=min(2in,O.0O50,Lo)=O.041 in Total deflection 0o_"` =Q.79Min Jb_"^/eiadm~$.848 PASS- Total deflection is less than design deflection ----,,, No: P Project: le /••••-- catena : on ng s1oni:'en, -el t , ,, ,, ,\ , t,, Subject: t lir,,il&V\). h 16'n ifil35:0C) age: i , ii,:14 4d ) By: , , Dote: ' , /17/7p. -)C, i 9, 0 . . ‘,/,1 4,,El ,,,,-I .1., Na. 1 h,,,C,', 4°' DOC• (,,,,°, . r i'Ci15 i t I\4' _,_ _ --„..---,---- .:,--.-,--,.•,,..,,,,--,,.,,,,« r i' 0 5 ° ,., - / ...,C - 'i . v - - ) ... , "elf ivl I4,-N, ) St t) u I 1 1 ! 1 i ,' , 4... / '...4. , 2, A IA " tif L, f rt 1 "I) i 4. ' , t ; L,_.1-2 _, ‘,:t--; lid, 1 A , _....„ • 2 (s-, , 4 pp. 1 . I i /11:)( ; ,-- !lAn. 5 t - k it ," i - ',,, t., 0 SC63 � Project/ JobRef �� . . Tedds SectionSheetnuoe" �� L; `` ' ' — � `^ u� Calc.by Date �mov Date /�m� bate 7/25/2018 | | | | 11° STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)MEMBER DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD metho Tedds calculation version 1o04 Analysis results Design moment in major axis M,=i1t80|b_ft Design moment in minor axis Mv=$54!bit Design shear F=3500 lb Maximum reaction R=190 lb .-' 4 5125" * 4 7~1 Glulam section details Net finished breadth of sections b=5.125in Net finished depth of sections d=9 in Number of sections in member N=1 Overall breadth of member bb=N x b=5.125 in Alignment of laminations Horizontal Stress class 24F-V4 DF/DF Tension parallel to grain Ft=1100 lb/in2 Compression paralleto grain F==1M50|b/i �� Bending about X-X axis properties(loaded perpendicular to wide faces of laminations): Positive bending Fbx_pos=24$0|b/inz Negative bending F^._"eg=i050|b8nc Compression perpendicular to grain Fo"erb=65M|b/irp grain F.-265UWin2 Modulus of elasticity E=1800000|b/ir2 Modulus of elasticity, stability calculations Erin=85DQ0u|b/in2 Mean shear modulus G*et=E/1G=112500lb/inz Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending Fby=1450 lb/in2 Modulus of elasticity stability calculations Eym,n=85000O{b8n» ' Member details Service condition Dry Length of bearing L^=3/n Load duration Two months Section properties Cross sectional area of member A=Nxbxd=4$.13ina Sectionmodu/us S,=Nxh«d2/0=69.19in3 4110 SC64 Tekla Project Job Ref. Tedds Section Cale.by Datec^k�ur Date �v�uov / Date Sy /�2�2018 ' Sy=d :(Nxb)2/G=39.4Vin» Second moment of area 6=N« hxd3/12 =311.34in4 |'=d«(Nxh)3/12=1VV.96 in4 Adjustment factors Load duration factor-Table 2.3.2 Co= 1.15 Temperature factor-Table 2.3.3 Ct= 1.00 Flat use factor-Table 5A Cm= 1.1O Bearing area factor-ci3.1O.4 Cb=1.00 Length of beam between points of zero moment Lo=14 ft For species other than Southern Pine x= 10 Volume factor'nq.5.3-1 Cv=min((21 ft/Lo)`*x(12 in/d>'* x(5J25in/b)'*. 1)=1.00 Depth-to-breadth ratio d/(N x b)= 1.76 Effective laterally unsupported span length le= 14 ft Slenderness ratio for bending members-eq.3.3-5 F&= ^d/(N,b)2]=7.587 Adjusted bending design value for bending F^`=F"oo"X Co"CMb,C/,Cc=2760 lb/in2 Adjusted modulus of elasticity for member stability Ep"/"'=Ep"*'CME»C/=B500OO|b8n' Critical buckling design value for bending F^c= 1.2xEv=*'/Rbc=1y719/b/in2 Beam stability factor-eq.3.3-6 = [1 +(Fos/F^^)]/1.S-`h([1 +(Fos/Fu')]/1.8)'-(Fbe/Fb^)/O.95l=O.yg Bearing perpendicular bograin-oi3.1O.2 Design compression perpendicular to grain Fc_p~rb'=Fc_p~p,C'xCb=G50 lb/in2 Applied compression stress perpendicular to grain fc_p"rp=R/(Nxb" Lb)= 12|h/in2 Kc_'.rp/Fc_p°r'=0.01$ PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending'ci3.3.1 Design edgewise bending stress Fw'=F^X_, .,Co xC,x min(CL,Cv)x C"=2735 lb/in2 Actual edgewise bending stress fb, = Nx/S,= 1925 lb/in2 fol/F*`'=0.704 Design flatwise bending stress Fb2'=Fr"CuxCIxCm`C"=1834|bWn2 Actual flatwise bending stress fb2=M,/S,=199|b/in' fb2/Fb2'=0.109 PASS-Design bending stresses exceed actual bending stresses Combined bending'o|.3.&.2 Biaxial bending check-eq.3.9-3 fb` /Fv,'+8u/(Fb2'^(1 '(fw/Fus)2))=V.814 <1 Compression and flatwise bending-eq.3.9-4 (fb,/F"E)z=0.012 <1 PASS-Combined bending stresses are within permissible limits Strength in shear parallel to grain'd.8.4.1 Design shear stress F/=F.,Co` C\~3O5 lb/in2 Actual shear stress-eq.3.4-2 t=3"F/(2 "A)=114/b/in2 �/F.'=0.373 PASS-Design shear stress exceeds actual shear stress 8C65 Project: No:1-------,,,, catena engneerIr ate 1 3 .,5 Subject: By:201 035 Ot3 Page:/;/1 4/ D ' \0). .iYt\siY\ oyo4h1 0 ,----, rv: , . 1r\ 1 . „... . „.,--' ...-,- • ..- 11 ' l i , 1 I i .-----------' -, r - : i . i • . , ... ,,.....- .... ......-' , ,..,..., : i. \ . , - • .... ,,,,," . , • , _ , _ ,, , i T - ' % k L. ----- — t 7 vl -,A, cal\ti_ .. ,,,,,, r-,.,... ) ------- p-- J.... ,-i 1.._,... ,) / 4 LrettAirt,e, . , fl, mi ,‘... , , i z: i L .1-/ k LidootkiP 12- 0 \ 1) i) ...., -3,O a, 6-4 \JN, 7.1._-__' )/1 (NI, — - P.A, 1 4- 12" ,/ I 1 Lt5C.,, 1 A3X 1 t 0 4•3143 ‘I'V'''7` 2,,)c :(,.,c'21,,,A) 0 SC66 „. .. . 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U\9 Iv Pic, 1 \9c a5 ( a-i-w83 0 1 O ( = 2 (0,iti.S!0 wrj 0 ' I :..- w) LAtaysj S( 1 z ) 0 ig//re/I 0 tiq .CvP,15-11) ViVir\f-1 ---k, :Gina :Ao :pafqns 5 .10 a ll f 6 a DUN , Zt- It ao- Iciliot aullinsuo . :e6tDd :0N 6909 • bli 1/,..52.-,-/ A1,5 (1.0 si t.---ANif 3 R v(?),,,ai 34 t1/4, , .. / ,et-37)- 1 d 27 r.-- I .' , � ) ft A ' r',')NA, Ili \\ - '''''' i..-. i i ci Mkt i �. x, .-11\-; >i"6 ' t E ' qi \,>,ty.iii)- /d - xvi vi.47 if A d1 i 3 ' '1.\40 (1--c r\ cil S 79 -y 0L ,....s • .\,,,94: 1 -AO 15.dK?,...„ ri-'0). 4 01 YAlk O. ( t ° (),' i -7-.) (57-1----15 j I 5' 7 kl /t /\ (t NYVJ ' \ISLiSt x ‘. S1--9 ® &/.1-0/80 Vri 51S‘t5a1 WV r\i,9 ---N,,,,, ,, 0 r, :Ag &efqns ,iø:: " u111nsuo /:e6od :oN ,4 :,oa(oid Project: No: Page: C----% pp ��yyTliS jjj jq j�ip� �ygL er f consulting s�iC fsf J y i1 7J: engineers Subject' 8Y: Date' '4)4.— (4*".)A Go&N, t)t--9\9 r\\5 OVOil/c2. 0 ( .--- !,2_)'\Vio i I 2.2,,,s1 10 /': .123 1 f id t 15. i.5' — 1 )5 ), 0 41 inl 11‘ ..,$)t ---- ..41 . 5/*i:.'5t --, O. / k 5 ti k. ,P1 ..--.-54,.psk) ir\ ° _ 0 0 SC70 C--„, catena ; 0g , ne ers Project: -Ir A No: 1. 1L'\1r;•°° Page: j / Subject: By: Date: 0 ,_ I)-/ 1 ; 7e,- \•,,s '''. -c 5 ft9KS t 4 1 b t!)Y e..z•S h•oecf 5)APc ON ,:li\ec4 aotc;tor PA), '-- lg. ,-/i :i') (c-C':k ,..) i4( r fiiA\\ (3{\ 4.),§7) be-0,11 01- i.)( L feitS )Ne,ZSvNeNCkl,61f . v,--- PX0voN• . t a '' ‘ 5° 4. r q5 2 c,i) 7,•- ,,, 5, 1 Cb:=-' ).D w4-50rvoL ii-e. 'btcklr) (,1 ) r,O, '-il‘ii.11 0 c / i 1 \,) 0 \615b :)p' fs:s s)t) i \I i P ,T 1 ,y,i V‘\6- tY-L. ----i — , , , t,...„--:, 14, ,k,,\„)„,„,,‘ , 4. 6k 125 3ce i'n i , ,%1 _ Pi„" 1 . aeo-riej ,. I _ , / \ : ^ (1 - 1. 2-),ti_450.1;' 102 •S p4i, , 4.•---1 1, lei,,Al\ --111 • r)i)(, ,i0".4,),5 ) - ‘ (26-11 0p -)11 i .--, q t‘k nt) • :4\ l f- t, 5 0-4\f ',1 SC71 c a i e n a Project. n JUbjeCt: No: By. Page Date: t 6— .., 1 � ci Vo 441 • t ,,, 1v,,,jc, , T .., , . ,,,,,.. .._1_ i>t c,,,,,,,,4 tI 1 t it _7„,,--- , 1 0 : ., ; 1 'L, �. 1 ' p t4 , t-0 ,,, ! � t, 4' j y ,-„ . „,v) 1 ii it i il _t, \ . ' �C\ 1 . w! /, 3 R • SC72 I •a 7r,t6 /Z/13'° ;ctlird hnvf,t: :f'111:111.,1/ ,(1/76.5;-4,,eft1;;:t4: VVI: / 11.261,t.) .... ' 5 . , of ‘, 2:414 , xs 0,5To. L.7, ql ati Of zij 4 ci5,614vv, 3rits t , , t-i • -o'll "— ,k4o/LF . A-----1 i - 4 . ...., q ',,G, v.9/ ' ',tt , , t 1. f , f ,, 1 r1vi9 w 2Si . i r /01 (zs.i) 'p(..),•A‘ La ,,„, , ot.' ' • • - ,---„, \10,/,,7 44 ,cifi?1 ° ' ' •,, ri L50 71 \„..i '-' ,, . . 1 , .. ,.. ..4 0...„...,.. 0 P-14 dai, is)3 qq sitt( \ 1 , . . tit H. —,,, voo.c1J ch -5/1-5A t Nti5"„tc,-TA 1,1\a\d 1,- 1,5 .......„____.„..„„... . . ,...._..„...,.... ,._ ,. ----rc .0 n i i 7904 c) L‘i:Q 5\10 15-1A \A.,,,,„")n I-9 .. „..... IV k , 1 t :apa :Ag ,,, .4 :pefqns sJ a a til6ua nuaID3 911,.)' Bu !¢insuo , 0.0 i1 60d ' ''- :oN Toarald ',,---- I C catena ';',. ':Y',! Project: Subject: No: Page / ‘i,,,) By: B Do / .„.., t)„LI ,,'1 • ti1„, 13€,C,‘A" Lk,0)'''1 i (5;,tt\NAL:t Q-9,:5S i •:•.' '' ZS)61‹;el -i- ael—/1\ 757'6k - n, sI , 4 i \I pL I' f p , II 1 i, A5 P1..-/i • 7v7 LI Vti a S. , / .. • 0 SC74 --„, 2ena . 0,, ;',0e'e'en,!1°— Project: ..,.., 1 1....V No: Page cat Subject: By: Date:', b ti A A Q '8.61 1 1 6 ...,,,t-e:).1 9 t\ v 4'). i i , 1 \ e ri L i I 1 -- I „ , .,... .....,or - A 1 1 s:! FL K-7r Lu IN rt C k 'FV.:-) , .1 , k V i A i OS;\ 0°X" 0.00 ; P Y. 1.., X I ° I '--f 1 a 1 ert,-77 ,... k 1 , ,--- c ‘ k2, \IN i 4„,- )4 c Q 1-‘i , i 0 (1, c g ,...4. 1 , , 4 1 I \----' a 1 I y I le 1 ,1 I i,----- , 1 0 , 0 H i , r , 12 i,::./ — - I i11 , 0 i _ P-----*' m li • i , , h d 'A 1 A ei '7 , 1 ,,,, ...... ..„ if ii i 3- 6 - . i„,1 . :,... I - .$. ' - ' r,-.1 t V\11.t. ---- )0'"`NT, rt e4.1041 - 22) 14 pi i; — 1 v,p,b1 fr° 10 I 1 i 1 , ,,,, . ill )/ i ,,, 3 4 7* .., b,_ vNt.L 0, , LLAY\A - i ,*7 / '21.. irriV — f 41- e 1 4 f 4 „ .,., ...2„,„.., N SS '-') L. nkYk<A, a” 1...)p57)t I)-2---.',.., ! •=:: } c/2-P i• „,, , 1,-if • k ) — I ,, \-, , .......„ - g i 1 _ , ,„„4-1 0 i-t- ,-, i lo ti/ ) ,---- I ,„, As WI of 4 , P 5 , 13 ,44 )1(1. -0 _ A% ( 416 9i') 1- '' ..- '5.2„.”: Al 0‘ 4 4 r 4-- ' 1 k I SC75 C catenaz',u„'."enr ! Project: Subject: Na: Ul t 13 c:o 0 By: Page: ftl.ii.' v ,, Date: i il ''' t i4. ‘ I iDA D F144..)1 ..... -P, \1 ,C,5 i gh 5 00\5 I A 6 '' It\iv '''''. bt C - 2 -ilk' -1 P,,.. ..cQ 1 A i ''\ 1 — . / t t t %MI rl Ipc:?-et- .5i410,e ,:,.'0. ,....,) i ' b 044, vvi 4 / 4 i IA' 1 t, t'N't1 icki I, A. eon ot f(Arice.),,q i i a L c J •It-- - i 0. /) in5liA 1,) ) i ,/* ! K z, i ‘ / \ ,, rt._ ttstt/ 1/41 bst t s \A e 51 ia-ilc t- , 1f I 11;\\I -) tj ' 2-; I ;.„‘ 4 P‘ei\T t ft Y'q—k.. ,, i, N' 5 I "I t; kir `,... AI or l '',x 3/2 Pl. --2, 32 1 k--1 .,. , I < t oK I \j .,/ ;t J P LITA ) 61 ......? ( ' tkik. 3 ke PL ,,,.. 11 , i ;t iiii /44/. ovf I cd / tl p11J.F.75. i . SC76 cena : 'iun',"e ,1 SubjecProject: t By:No: 4- ,‘„ Page: I /at Y i Date: 0 Q < ,c. t 1.... i S4 THIS CALC IS PRESENTED TO SHOW THAT THE NESTEDc",.. 1 — u SHAFTWALL STUDS CAN 21 0. ..t SPAN THE REQUIRED 28' HEIGHT ,,,-: ' r‘t IA . , L 5r 5)---- _ b t — i'‘,...: ••• t v Lc i grt, I C , L "..!/1 ,..../ '.. 1 1 I Ask IP , „...-1 _.,,,,t.---------- -,r77,777, r -1 toi E ii in 1 frzy NV,:\ 4t-II) )/1 L l' ts St ti i 11,14\ 1 lips t.-1- ----i / i 146 -•' t 1 IA-. t 4 \ -4 i l ll i ) t) , )2 i ,,2 , 5:251? i :if 1 li / i / Icboloi , ../ ... I/ ,..'ei - 5 JA„L,_ -- C)./L- i , ' tt- I 0 Cr'i: I*All ± 0 . .7..z, , ..tftir:tctot-t4tf,t,-, 125 .,L I /4.yt1, ip ,ift so, . A 1b .:-., , 4 / Iclay SC77 rCidTekla Project Job Ref. Tedds Section 44.,t no./rev. Calc.by Date Chk'd by i Date App'd by Date D 8/7/2018 Unfactored Loads Self weight not included 0 094— °Deed 0.0—o ft ( 28 A 1 8 CONTINUOUS BEAM ANALYSIS-INPUT BEAM DETAILS Number of spans=1 Material Properties: Modulus of elasticity=29000 ksi Material density=490 pcf; Support Conditions: Support A; Vertically "Restrained" Rotationally "Free"; Support B; Vertically "Restrained" Rotationally "Free"; Span Definitions: Span 1; Length=28.000 ft Cross-sectional area=0 in2; Moment of inertia=3.99 int LOADING DETAILS Beam Loads: 11111 Load 1; Partial UDL Dead load 0.094 kips/ft from 0.000 ft to 3.000 ft LOAD COMBINATIONS Load combination 1 Span 1; 1xDead CONTINUOUS BEAM ANALYSIS-RESULTS Support Reactions-Combination Summary Support A; Max react=-0.27 kips Min react=-0.27 kips; Max mom=0.00 kip_ft; Min mom=0.00 kip_ft; Support B; Max react=-0.02 kips Min react=-0.02 kips; Max mom=0.00 kip_ft; Min mom=0.00 kip_ft; Beam Max/Min results-Combination Summary Maximum shear=0.3 kips Minimum shear=0.0 kips; Maximum moment=0.4 kip_ft Minimum moment=0.0 kip_ft; Maximum deflection=0.315 in Minimum deflection=0.000 in; in Deflections-Combination 1 0.0 0315— ft I 28 n i B • SC78 ______........... I ----,, catena : °,-, ng,si_un':.`'1,ss Subject:Project: - . No: Page. Date: e 7 1 t i et I_ 1 ,.7 By: LA • ,,,,,,,,(. ,, ,,,,_,),--„,,,,, ),..„,,,,,,, 1., ( , to N, i , ,2. _ , .,„„\ , 'NI / t . J i _.„...... /I t,-1-0110111i , . , ,...,..,2 . - i ..,, A c."/". .„, , 0 ,,, i Ts, i‘i, 4.,1 , 4 I t ' 3,9 ,,, Lv,, , k, o,7 I 1 N,Yiiii,5^ -"' ,...7 ‘717 e gi_.et ; ;..) , k-,, 4,. -if • 0 SC79 Project: if ‘), No: Page: i ,,f 2,01.05,(At 4:tena : or,no s I un gs Subject: "- By: Date: N '1 'ciQ.Cktite -,iliNi i 1 )..,,) 0 0a/14 0 421is 1 tf\ I ,\ ‘ 1 orAd oty„,4 ,,„,‘,A1,,, I 1.- lki',5 1 a\ 6 \1;‘, -f,,.0 6.4-1.\ a i.,,\ .4_ (4,'T -4. c4\„. ( L., J ) 1 '11 . It 1 , 1 9 n 1 A d 1 L f 1 „ ,9/ I / rA5b LoAr\ s . _,. 1... .. ' r\ — 161P5--r t). + .s-- ti &0 t ---t)Prlar"15. Ali? 1 i, D# 0,15/o. 5 V4i..f) 1- c), i r`d t 0 6t tAt \A Ar\ A _ 1 ,h ,-- q 6n b i \ tn° -.) t / -,\.f i' / ,‘ I -T)t--1 3 x i, :i 4. '1. 1 ) (..., Y ,,- , t, —At k) .21 4 - ' 7/2 U — C , p.,,1 ..‘,. i vi k.„„ ,,. 1 n z5 ' i i5 x / \4-, 2, )„ (39 )( 1X1 lit,PA 9 t 9 / SC80 !r Tekld I Project Job Ref. Tedds Section Sheet no./rev. • / Calc.by Date Chk'd by i Date App'd by Date D j8/14/2018 n STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)MEMBER ANALYSIS&DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method Tedds calculation version 1.7.04 fr 17 A 1 l B “p_ft Bending Moment Envelope 34.357— 34,4 ft I 17 A 1 • kine Shear Force Envelope 5.083 8:1 8'183 ft l 17 8 1 A 1 I B Applied loading Beam loads Dead full UDL 951 lb/ft Analysis results Maximum moment Mmax=34355 lb_ft Win=0 lb_ft Design moment M =max(abs(Mmax),abs(Mmin))=34355 lb_ft Maximum shear Fmax=8083 lb Frain=-8084 lb Design shear F=max(abs(Finax),abs(Fmin))=8084 lb Total load on member Wtot= 16167 lb Reaction at support A RA_rnax=8083 lb RA_min=8083 lb Unfactored dead load reaction at support A RA dead=8083 lb Reaction at support B Rs max=8083 lb Re_m;n=8083 lb • Unfactored dead load reaction at support B Re_Dead=8083 lb SC81 Project I Job Ref. Tedds Section Sheet no trev„, 51 7 Cale.by Date Chmby Date Apmby Date |D [8d4/2018 I | | ��1� �� /� |`�~ � | KU r 5 125.'4 ~ mr4 Glulam section details Net finished breadth of sections b=5.125|n Net finished depth of sections d=15|n Number of sections in member N= 1 Overall breadth of member bb=N x b=5.125 in Alignment of laminations Horizontal Stress class 24F-V4 DF/DF Tension parallel to grain F/=1100|b/inu Compression parallel to grain Fc= 1850 lb/in2 Bending about X-X axis properties(loaded perpendicular to wide faces of laminations): Positive bending Fbx_p""=240O|tWnz Negative bending Fo`,° 1850 lb/in2 Compression perpendicular to grain Fc_perp=$S8|b8nz Shear parallel to grain F.=265|b/in2 Modulus of elasticity E= 1800000|b8n2 Modulus of elasticity,stability calculations Emir,=85U¢U8|bNnz Mean shear modulus Go*=E/16=ii2500|b/in2 Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending Fby=1450 lb/in2 Modulus of elasticity stability calculations Emir,=85¢UQ0 lb/in2 Member details Service condition Dry Length of span Lsi 17 ft Length of bearing Lu=4'5in Load duration Two months Section properties Cross sectional area of member A= Nxbxd=7G.87ine Section modulus S,=Nvbxc2/8=183.19in3 S,=d^(Nxb)2/0=65.6Gin» Second moment of area |,=Nxb«d3/12= 1441.41 in4 |,=d»(N x b)»/12=168.26 in^ Adjustment factors Load duration factor-Table 2.3.2 Co=1.i5 Temperature factor-Table 2.3.3 C.=1.DO Flat use factor-Table 5A Cm=1.10 Bearing area factor-d.8.1O.4 C^=1.00 SC82 Alr Tekla , . Project . I Job Ref. Tedds I Section Sheet no/rev I 1 I VI 7"!Calc.by 'D 'Date 11 I Chk'd by i Date V , I App'd by I Date 8/14/2018 , Length of beam between points of zero moment Lo= 17 ft For species other than Southern Pine x= 10 Volume factor-eq.5.3-1 Cv=min((21 ft/Lo)1x x(12 in/d)1x x(5.125 in/b)1x, 1)=1.00 Depth-to-breadth ratio d/(N x b)=2.93 -Beam is fully restrained Beam stability factor-c1.3.3.3 CL= 1.00 Bearing perpendicular to grain-c1.3.10.2 Design compression perpendicular to grain Fc_cbcp'=Fc_perb x Ct X Cb=650 lb/in2 Applied compression stress perpendicular to grain fc_perp=Ra_max/(N x b x Lb)=351 lb/in2 fc_perp/Fc_perp'=0.539 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress Fb'= Fbx_pos x Co x Ct x min(CL, Cv)x Cc=2757 lb/in2 Actual bending stress fb=Mmax/Sx=2145 lb/in2 fb/Fb'=0.778 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress F,'=Fy x Co x Ct=305 lb/in2 • Actual shear stress-eq.3.4-2 fy=3 x F/(2 x A)= 158 lb/in2 fy/Fy'=0.518 PASS-Design shear stress exceeds actual shear stress Deflection-c1.3.5.1 Modulus of elasticity for deflection E'= Ex x CME x Ct= 1800000 lb/in2 Design deflection 6adm=0.004 x Ls1 =0.816 in Total deflection 8 =0.689 in Sb_b,/fiadm=0.844 PASS- Total deflection is less than design deflection 0 SC83 .1780S 0 --I A 1,0 i il„ i; g 3— 1 1 ,:::: ,,, 4 4,, :)4, i ,-/k(t i ,,,,i A- , ki \., „ 10 ' lr>1c: i C' k ,...'- k, tk,,,,,, , --,---- - .---, ' - ' '''. 1 n \ " i ci! .1 I L 'R L I 1 i ° - ° - I It- ft , `, t• - \ ' -7r, * , A ' ,-, CY --------„.. _ _ 51 cll. 'ilcr ,,t., I ,"; - ; 1,.I 1 f , k, ,i k.. ,-‘, • ,:i" ''' \..' ' 1 , N A(\ .14:r l'A A \ I .$A,A,A(C A k ' ' k , — * '..4 '' 4,7 'e - -14— ' •ri k k, ' i., k et ‘‘ \1, c.4.,lt 1 z-, 11 k -1 it. -1-• s "k }l',1\ —i Z 0,ri f,',. °:*.4-' %-..' I I , .- _ ..... ... kw) ,,‘,---(A,•-.,,,,,,..1 ,.-1 -, — , 4 ..,,, V t „,,, 0 t .,,), I i ‘ „-- n 0 , i 1117/bP \(;) :a 1"o a 4 4efqns:/y2 2'''f ---, 3 c , . . . a u a oue4o3 , 5 UltirISUO i 1 1 9(2 '51i1 sl(c$7 "` 1,4 ', > \ ,• - '''.ON ''''' :4Dafaid Project: No: Cena : e 9 ......,--- Page: 0 9Y: ) 1 Date: .., „....., if i 1 xt J ' 5 $ ' f----/ -\ , . e , \ /- -—3 e, •..,(1±1- -..‘.--, ,4:: ii, 4 ,....., i 4 I 4/ ''' ''' ) t ,,''' , 1 i: ,i C i • - 1 1 ,I :A. i —1Y , / / ,--. ,, , .. — 1 . j i --:, ,i,„ ko. A-- t ,d .,,,,, ,',.. ,, ,,'. „: •,--i, •i,A,: .rt_ c: ;,.. (- 1 it C „,,' ,: , .,, . ,,,,::::•-n-.. ,-;7--.\,...„,, '-;.; 0 x ., ::' , - ., , ,.•. 4 \'' I\ —..,f4 ---' 0 :- .. i I s. (S.. . . ,-- 1 5 - • L et, 4:, .., i',(, 4 1 1 4' I , ::. ri ,4 I I !, , 1 ' -4 I i 444: • A A‘A i i s --,,,,$' 1 \ ,,,. ; \.,,) I ! , .• : . ,r . 1 \„,,,,,”f'‘,"-' kk4,, •'' .4" '" 4'i '' , in ! :1„,'''!,..!, ',4‘41 A s' ji ,A ik' 4 m. i., ,-,,• : ,, ,,- , , 1 4, , t 0 SC85 , „ fcC 0 rt 3 ulting engineers Project: 1 1/2-4 No: By: Page: / atena Subject: Dote: // r VQW .1)) A/ciy; ...„ „-,Date: c--It 1,x 0 1 . I ,.. 1 AA. ......... ,,, ..„ . ,....,.. , ........._ . ..±,„„, ......._ .. - 4 , ... , . . ...._ _ .....„„. . „„..... . _ . . i \ i . , 1 " / , " 1 1 , , , [ /, ' , , 1 , i , _ \ , „ , — „ N // 4_, 1 , 1 n ., , , ,, , , , ,,, , [N.4) urei-\‘'‘-, 1 i \. II I . ,,, ' i 1 .........„...,,,, , 11 I ,IP 1 I I / , / ::1 1 1 1 1 , 0 i \ I 1 1 \ \ i I I 111 I i I 1 \ \ i 1 1 1d 1 ,1 II j Si/ _ 1 i ‘1 F H 1‘. I CM ‘-'. 1--- / , r. . t-cl .....,- .6 4 '3 r)O {-jkl 0 '4 2.-- )k' / „, ...- -1 r-r. -- )f), '1 req. ....„......_.......-...- ..., 0,6.ZS I(i 1. 0 ..- [2. i ) af/,‘ ,,,t6C, 0 s w,A1 51 5 h) SC86 . . , . . . .. 1,1) No.016. I 0 Page. .,, Project: II, ) 1 1"5 J. L) 4ccena ',uniet'enr! Subject: • r, r,... By 0 4 Date: ki,*,..... 11\k i 4 7 S 11 10 2/2911 THIS CALC US PRESENTED TO SHOW THE CAPACITY OF CATENA'S STANDARD BOLTED CONNECTION TO SUPPORT THE DEAD AND SNOW LOAD OF THE ROOF WHERE THE W12 AND TS8X3 BUILT UP SECTION IS LOCATED (EAST OF GRID C7 ON ri01)431 GRID CF.5 h ) 4; tri 1 .., - t, 41 11411i6) f1 oryff,,dyy rpt 17: c•-?. ? tAft I' ( a a III -t4\e, 0 1 ;N., 1 3 P 4 ' i o 1 akft1/4/)A'Ai 0 f- 6\-1...- 06,11:-• K---7.' ,...../tr'i.1 i 1 0 1 ( 77; 1 )11 i rit — hOlhi IVAI c4IV+41 fle-r 1:0011,L, -''' WO il'LI Ai Shur bei-, d 1 nu_itpiri'i/iterotAt, i I -,. ti A Ail 1 11‘. 3 z. 32.14 k ri IA e, 7-1 6-rol ti_a , L 4t ...„, ,-, ,_ \i„.1v_?,,,\! 4 e).t FA:g-49)!ifr „L ..../ III SC87 cena e °n°g ne 'e rs Project: No: ,Tiks216}. 0 Page �, L Subject ByDate: i 1 •" 0 p,0 0 ,,\ �• 7 5 ( 2� � { L s u bC ` l 5\ `("J d : ', 'I 4i)Li 1Q,A., , - ) por-4 . ....., • ,ss,,,,,,► , S+' ,,,,,,,l to , r/r6-c.(\J i E J a oivA1)\c, \5 4-y-4 \A t , 1 otN t 0,,.., i hi'- -i' -..:: 'I 1,7ki,-Om p..)1 4 .____: __ i l .' tj 2 x. v • SC88 Al catena ',',74'1'nlet';',1 Project: 1 ) Subject: No: 2,13 +131).k0U By: Page: s Date/ 1 1 Jr T"'‘' N, Irs ci i, i'.,. e , - 5,,c„, ..„,,,,,, „A„,6,,,, ,,„‘. bA G . ./ 1010 _iv_ I II- itvcosri\k\Ntqty),1„" ,„,,,t\,) '7°'''') ,,-- 1 i I, -t-I I I tti t t - 1 )- 1 Ltt — it 7 ,,, Aft W 4 t\I\ 1 I I I ,, I \\r I ''''' ,, '''''' t rtuttf CTT c- ft)o''\),t.IN-ah \ i ,.. Loa. 1,15 IE 7 , i ois 51911,\.5 1 a L _:--- ,-;) 0,02gtk i .,..„, , . .:1 , „.. , ,, r 4 ,11 Li L. i 10 Li ki ---z 0S5, [-5- qii 1 J ic-ft 1 I — il L i a vie ' J „.9 SC89 --„, c a te n a : *.;',u,,'.'e' nr /.. Project: No: ,, tt S ,t%u Page)/ 41 0 Subject: By: Dote' ' i , r- \ N\ 1 AQ Soli V 1 0 _.. 1 „ i '-' ,,` ' -ra '4.- Li 1 K e -_-, 1 la fri\e,re t."'Ast..,, 44'11 b. 1 .. , - i ki pAp rl L 00 - N ciC, / ,," h ---7 u.oul) vs( owl i vp u, ts,,,,If 1... 3 c (3.--r- I i f 6 Vs frniX—,------ ! ,1 14 „i I u •) 7 4 /..., - j(2- ,r u i'-D - --,---7: „.**„,- 4,0. cv).(1 5/II - 411 0 ' 1 : / — ri,,11-.: •0, / /77 6 'I I - ' . ,• 1 h L-4-• o -," s - ‘,) t , ) — i 5 k-r3ok .7.-,- --- i c ., " --- , •...,i 0I /ii„L- „„ ..._,..,_ , 1 -7i t 4 a,:2J1 i A''', iC144-4 / 1.:f4^ ' 4 1‘ 4' Ill,SL,Ci 7,A I 44 0 r,6, / SC90 t yv) 0 s _ . IC catena :7:9VYr I Project: 7-i‘LI . No: Page; i i Subject: By: Dateri , 1 S1 \ S \ r: k ,„\--ti)i-\ i i N (7 Lk,-4' ,L9 4.- i i '''''' NI \ ''\ • f':‘ 1 -C 111 ii (.9 \l/1,0 : : .,1211 - L T r % 97 i. J L. ' ) ..., ,...., A i --,, ef '1 1 i-- ',‘, / /I it 1 1 ! h 1— I •5 , , d. ,.., c I (... , „,,, . ...., CA.15\kV\•C,„, ti"'> 'CAI 9 Atm v t Al fak., , , Lk, 0 \\ lr - . ik -,- , , N kr 1J , k,,, i ----N f t 1 r. •4‘, v44,,,,, , -„„ " ). yi'D pl,, V 0/ ,it.„, 6 ,,,-I ,Z.S i.1 ,"ill I 6.--41 ,...„ N, i ,.., '''‘‘ T.,„u , A i ' - i - z C)i 6 t ' CO 10 ' iC A ki\i-trta'h it i ',. e) 11‘ • i t i . 1 I f...1„\k, ( I I m, I -..., ,„. i • , % '-,... 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Project: No: F q Page:, j / 1- t consulting 1'1 0\1\ hcl\''s L `'p � e n g i n e e r s $UhjeCt: g„ By: N a Date' f >"i4'� 1 � R* e :, c ,°C,3rff'r jf • • 5 i . � 9r est " ` ,''v\c„, ,,,, - rj-11 ; s II\ E _ ; rL/1 A: ,� 1 bitty` -fir.. ,,,,t6,1- r" , r Zoe AP 5 4--is-,v1.1 4 0 •s t I ea) t r -1 x . 3 t}Q joers,c,19 t r i '` N i (s "aiNi '_;- t u, 0 SC94 No:Project:/..-----.......,, ,... catena : °,n9InniefInt., --r- s ‘ 1 \ \ Subject: I' ) g , By: Page: / il Date: 1"0 N.,—. SA 1 cApIhiliv\ \ Cl'il) rs, c,(1,\‘01-1 07/05 - b 1-t, , V,(e,v, -„,,;,.• 6t ;:,,,\Q'ki,".e,,,, lc vv, -.1 .- , \.., ? ' it -AA p __......r) 4., IP' — , ) 11q' 1-11-- 4 ',..4L, • 10! tkl IAD ir I , 1 4 ,.1„ .. -,'::6 b kN , I ,_,,,,k..., , ,;\CL,L 434' 6 f\r'‘i V)40A1C;\4 rrr ' W kl 4,--tr, , 4 4 1 i t 0 i , ,4 4 ,4 ) /1 ii) ,if ,li , =a it i , , 14 .1. 1-1 'i +i - p i 'Q"4 ) D 4 11 P 1 4- (i 1 11- I '1;1:27,-9 ) 7 ir IR 22 i , c 7 4 \ 6 7,-.7 .....7 3? 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VOLTAGE 118 b, 1,),..k_4:2,- ,c‘ ' 6 - /1 a' i ,, gi GALAXY® 3500 20 MMMONO PRODUCT SPECIFICATIONS [ MODEL SPECIFICATIONS (SINGLE-FACE AND TWO-VIEW) , 0 Lines and Single•face Cabinet Single-face Cabinet 1 5mgtrface Weight Lines! Character i Max.Watts Max.Watts Columns Fest and Inches Meters pounds(kg} Characters Height per face Red Per face i i Ili x W x (W x W x D} Per l,ne.._ fi Amber 4 64x48 410"x 3'8"X„8" 1 47 x 1 1 1 x 0 21 150 69 8/9 1 ,5",--',1,50," 280 330 1 64x64 , 4`10"-i'4'9" 8 x " 1.47 x 1.43 x 0.2] 190 (87) 8/12 ' S" 50" ' 350 410 1 64x802313 (105 8/16 1 5 50 440 520 � 4'10"x 5'9"x 8" 1 47 x 1 74 x 0 21 �it r, 64x96 r 4"10"x 6'9'x 8" 1.47 x 2.06 x 0.211- 270 : (123L g 8/19 5" 50" ' 530 630 64x112 3 4'10"x7'10"x8" 147x238x021 310 (141) 8/22 5" 50" 590700 64x128 4'16"x 8'10"x 8" 1.47 x 2.70 x 0.21 350 159 8/25 L5" 50" 660 I 780 64x144 i 4110"x 9'11"x 8" 1.47 x 3.01 x 0,21 3913 (177) 1 8/28 i 5° 50" 720 860 1 64x 160. : 4'10"x 10'11"x 8" ,i 1.47 x 3 33 x 0 21 I 430 196 ` 8 32 " t 1 ' ( � / , 5 50 780 940 1 64x176 4'10""x 12'0"x 8" 1.47 x 3.65 x 0.21 ; 470 (244) 0 8/35 3 5" ,,i;:1,11,050 50" 870 64x192 ' 4'1Q"x 13'0"x 8".._; 1.47 x 3.96x0,21 I.!Oq1!520;"1-.!Mtl 1236(', 8/38 5i' 50" 940 1;;1°30.�'g 64x208 4'10"x 14'1""x 8" 1.47 x 4.28 x 0.21 560 (255(_ .; 8/41 5" 50" 1,000 1 200 1 i 64x224 4'10",x 15'1'x 8" ; 1.47 x 4.60 x 0.21 600 273 8/44 5" 50" 1.060 280 , 64x240 4'101"x 16'2" x 8" 1.47x4,91 x fl 21 1 640 M, (291 8 48 5" 513" 1 150 1 390 1 64x256 4'10"x 17'2"x 8" 1.47 x 5.23 x 0.21 680 309 8/51 5" 50" 1 280 1 530 I.I. 80x48 5'11"x 3'8"x 8" 1.78 x 1.11 x 4 21 180 ($2) 10/9 m,5"_ 621 "N 330 390 _ 80x64 5'11'"x.4'9"x 8" 1.78 x 1.43 x 0.21 1 230 (105( 10/12 5" 62" 410 490 80x80 1 5'11"x 5'9"x 8" 1 1.78 x 1.74 x 0.21 i 280 128 10/16 i 5" 62" 520 620 80x96 5'11"x 6'9"x 8" 1.78 x 2 06 x 0.21 330 (1501 10/19 5" 62" 590 1, 710 80x112 5'11"x 7'10"'x 8" 1.78 x 2.38 x 0.21 380 173 ; 10/22 5" 62" ; 700 840 1 .. 80x128 5'137 x 8'10"x 8"` 1.78 x 2.70 x 0.21 . _430 (1961:: 10/25 1„;„5" 62" 780 940 ' 80x144 1 5'1 1"x 9'1 1"x 8" 1.78 x 3.01 x 0.21 480 (218( 10/28 € 5", 62" ; 890 4,0i6 ; 80x160 i 5'11"nx 11}'11,"x 8" 1 78 x 3.33_x 0 21 530 (2'411 : 10/32 # 5" 62" 970 1x1-;00 <: 80x 176 5'11 i!,,.( 12'0"),(„8" 1.78 x 3.65 x 021 580 (2641. 10/35 5" 62" 1,080 w,1,290 80x192 5111"x 13'0"x 8" 1.78 x 3.96 x 0.21 630 (286( 10/38 5" 62" 1,150 11390 80x2085'117 1.78 x 4.28 x 0 21 680 (309) 10/41 5" 62" 1,230 1490_:_ 41111 1 80x224 5'11"-x 15'1!`:.x 8".... 1.78 x 4.60 x0 21 ::730 ,.... (332) 10/44 1 5": 62" 1,310 I 1,590 80x240 5'11"x 16'2"x 8" 1.78 x 4.91 x 0.21 780 (354) 10/48 3 5" 62" 1,420 1,710 80x256 5'1.1"x 172"x 8' 1 78 x 5.23 x 0.21 830 (377) 10/51 , 5".1.621' 1 530 ` .1840 Additional matrix sizes available Measurements are approximate.For precise measurements,request a Daktronics shop drawing MODEL SPECIFICATIONS (DOUBLE FACE) Lines and Double-face Cabinet Double-face Cabinet i Double-haat Lines! , Character Max.Watts ' Max.Watts 1 Columns Feet and Inches Meters Weight Characters . Height per display per display (H x W x D). (H x W x ) Pounds(kg} .per line ., Red Amber 1 .32x80 2'9"x 6'0"x1'OA '' 0.84 x II-8-3"--;-011 2..{ ., (19-S) 4/16 '":5'":75" .6 25" 4701 550 11 32x96 2'9"x 7'0"x 1'0" 0.84 x 2.14 x 0.31 290 13 2) 4/19 6 25" 560 660 32x112 ^^_ x a 1� 084x244x031 330 , _.__ Q _._.....__ �a6�..46,a „�a._.: -1.15 _..� ..._.� w �. 4/2� � � � .. . 620 ��..... 1 48x1 12 3'10"x 8'0"x 1'0" 1 15 x 2.44 x 0.31 460 209 6/22 6-37" 900 1.070. i 48x144 ' 3'10"x 10'0"x 1'0"t ....1 15 x..3_05 x0.31 570 (259) 6/28 637".. ... 1,150 € 1,„370 I 64x144 , 4'10"x 10'0"x 1'0i1 1.47 x 3.05 x 0.31 730 (332) 8/28 6-50" ae 1,610 1 890 ; I Additional matrix sizes available 1 1..._..... _.. ^ _.. Measurements are approximate.For precise measurements,request a Daktronics shop drawing. ; Box"()B. <5'28 Brock;r' 80 54"(206 28 88 8 : :20352t 74lb :9 -0200exr.5r 2C) C. 6J56`2;2za .v:vr.ricks ,,,,carr cxn r 'G:'k.,G ;cs.COM C.,4,ny'.:gh''D203i4 CO 412075 050234 Pnr,=3.2 3 DAKTRCINICS SC108 Tekla Project Job Ref. Tedds Section Sheet no./rev. • Calc.by Date Chk'd by Date App'd by Date D 8/16/2018 STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)MEMBER ANALYSIS&DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method Tedds calculation version 1.7.04 THESE CALCS WERE PERFORMED FOR THE ANALYSIS OF THE GL BEAM ON GRID CC.8 0 0 ft I 20 A 1 B kip_f[ Bending Moment Envelope 0.0— 46.000- 46.0 ft I 20 A 1 B • kipsShear Force Envelope 9.200— 9.2 0.0— _.. ..... ....... -9.200— -9.2 ft I 20 A 1 B Applied loading Beam loads Dead full UDL 920 lb/ft Analysis results Maximum moment M.=46000 Ib_ft Mmin=0 Ib_ft Design moment M=max(abs(Mmax),abs(Mmin))=46000 Ib_ft Maximum shear Fmax=9200 lb Fmin=-9200 lb Design shear F=max(abs(Finax),abs(Fmin))=9200 lb Total load on member Wtot=18400 lb Reaction at support A RA_max=9200 lb RA_min=9200 lb Unfactored dead load reaction at support A RA_Dead=9200 lb • Reaction at support B RB_max=9200 lb R5_min=9200 lb Unfactored dead load reaction at support B RB_Dead=9200 lb SC 109 =Tek4 Project Job Ref. Tedds Section Sheet no./rev. 2 110 Calc.by Date Chk'd by Date App'd by Date D 8/16/2018 N / .4 751,1 ►,4.5"1 Glulam section details Net finished breadth of sections b=6.75 in Net finished depth of sections d =16.25 in Number of sections in member N =1 Overall breadth of member bb=N x b=6.75 in Alignment of laminations Horizontal Stress class 24F-V4 DF/DF Tension parallel to grain Ft= 1100 lb/in2 Compression parallel to grain =1650 lb/in2 Bending about X-X axis properties(loaded perpendicular to wide faces of laminations): Positive bending Fbx_pos=2400 lb/in2 Negative bending Fbx_neg=1850 lb/in2 • Compression perpendicular to grain Fc_perp=650 lb/in2 Shear parallel to grain Fv=265 lb/in2 Modulus of elasticity E= 1800000 lb/in2 Modulus of elasticity, stability calculations Emin=950000 lb/in2 Mean shear modulus Gdef= E/16= 112500 lb/in2 Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending Fby= 1450 lb/in2 Modulus of elasticity stability calculations Eymin=850000 lb/in2 Member details Service condition Dry Length of span Lst =20 ft Length of bearing Lb=4.5 in Load duration Two months Section properties Cross sectional area of member A=N x b x d =109.69 in2 Section modulus Sx= N x b x d2/6=297.07 in3 Sy=d x(N x b)2/6=123.40 in3 Second moment of area lx= N x b x d3/12=2413.70 in4 ly=d x(N x b)3/12=416.47 in4 Adjustment factors Load duration factor-Table 2.3.2 Co=1.15 • Temperature factor-Table 2.3.3 Ct= 1.00 Flat use factor-Table 5A Cfu= 1.07 Bearing area factor-c1.3.10.4 Cb= 1.00 SC110 ssi Tekld Project Job Ref. Tedds Section Sheet no./rev. • 3 Calc,by Date Chk'd by Date App'd by Date D 8/16/2018 Length of beam between points of zero moment Lo= 17 ft For species other than Southern Pine x=10 Volume factor-eq.5.3-1 Cv=min((21 ft/Lorx x(12 in/drx x(5.125 in/brx, 1)=0.96 Depth-to-breadth ratio d/(N x b)=2.41 -Beam is fully restrained Beam stability factor-c1.3.3.3 CL=1.00 Bearing perpendicular to grain-c1.3.10.2 Design compression perpendicular to grain Fc_perp'= Fc_perp x Ct x Cb=650 lb/in2 Applied compression stress perpendicular to grain fc_perp=RA_max/(N x b x Lb)=303 lb/in2 fc_perp/Fc_perp'=0.466 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress Fb'=Fbx_pos x CD x Ct x min(CL, Cv)x Co=2660 lb/in2 Actual bending stress fb=Mmax/Sx=1858 lb/in2 fb/Fb=0.698 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress Fs= Fv x CD x Ct=305 lb/in2 • Actual shear stress-eq.3.4-2 fv=3 x F/(2 x A)= 126 lb/in2 fv/Fv'=0.413 PASS-Design shear stress exceeds actual shear stress Deflection-c1.3.5.1 Modulus of elasticity for deflection E'=Ex x CME x Ct=1800000 lb/in2 Design deflection Sadm=0.004 x Ls1 =0.960 in Total deflection Sb sl =0.762 in Sb sl/Sadm=0.794 PASS-Total deflection is less than design deflection • sci l l Catena engineers September 21, 2018 Ms. Caroline Lemay Bassetti Architects 71 Columbia Street Suite 500 Seattle, WA 98104 RE: Tigard High School Modernization PROJECT ADDRESS: 9000 SW Burham Rd Superstructure Plan Check Comments Catena Project No.: 2017054.00 Dear Caroline: This letter contains our responses to the superstructure plan check comments prepared by Rogers Engineering for the Tigard High School Modernization project. For your convenience, we have included the plan check comment in italics preceding our response. • Item #1.1: Calculation page G26 specifies beam SB 2-376 as W16x26. This does not match sheet S2.21 Response: Refer to updated calculation which now matches S2.21. Item #1.2: Calculations could not be located for the following beams on calculation page G6:SB 2-136, SB 2-145, SB 2-533, SB 2-146, SB 2-534, SB 2-135, SB 2-93, SB 2-188, SB 2-370, SB 2- 349, SB 2-527, SB 2-310, SB 2-144, SB 2-206, SB 2-92, SB 2-377, SB 2-348, SB 2-528, SB 2-143, SB 2- 295, SB 2-189, SB 2-347, SB 2-530, SB 2-140, and SB 2-299. Response: Refer to calculation attached. Item #1.3: Beams on calculation page G6 near grid ND/N11 are not legible. Response: Refer to calculation attached. Item #1.4: Calculation page G35 specifies a W21x50 for beam SB 2-329. This does not match sheet S2.22. Response: Refer to updated calculation which now matches S2.22. • a connected series ot ielatea elements 1500 ne Irving street suite 412 portland oregon 97232 503.467.4980 `503.467.4797 September 12, 2018 Page 2 Catena Project No.: 2017054.00 • Item #1.5: Calculation page G36 specifies a W21x44 for beam SB 2-328. This does not match sheet S2.22. Response: Refer to updated calculation which now matches S2.22. Item #1.6: Calculation pages G 138 and G139 specify W2 1x50 for beams SB 2-34 and SB 2-35. This does not match sheet S2.22. Response: Refer to updated calculation which now matches S2.22. Item #I.7: Calculation page G7 shows two beams at grid NE, N.6-N.8. Clarify how this corresponds to the plans. Response: Refer to updated G7 attached for clarity. Item #1.8: Calculations could not be located for the following beams on calculation page G7:SB 2-239, SB 2-129, SB 2-238, SB 2-237, SB 2-357, SB 2-358, SB 2-142, SB 2-130, SB 2-361, SB 2- 36-1, SB 2-184, SB 2-190, SB 2-531, SB 2-36-2, SB 2-299, SB 2-24, SB 2-208. Response: Refer to calculation attached. SB 2-36-1 and SB 2-36-2 are combined as one • continuous beam SB 2-36. Item #1.9: Calculation page G 140 specifes a W21x50 for beam SB 2-32. This does not match sheet S2.22. Response: Refer to updated calculation which now matches S2.22. Item #1.10: Calculation page G141 specifies a W24x55 for beam SB 2-31. This does not match sheet S2.22 Response: Refer to updated calculationmatches S2.22. Item #1.11: Calculation could not be located for the following beams on calculation page G8:SB 2-129, SB 2-360, SB 2-359, SB 2-251, SB 2-191, SB 2-29, SB 2-38, SB 2-415. Response: Refer to calculation attached. SB 2-38&SB 2-415 are no longer in the project. Item #1.12: SB 2-415 on calculation page G8 is not shown on sheet S2.22. Response: This beam is no longer in this project. Item #1.13: Calculations could not be located for the beams on calculation page G9. • a connected tenet of$&._a't`e d elements 1500 ne irving street . suite 412 portland oregon 97232 .y 503.467.4980 503.467.4797 September 12, 2018 Page 3 • Catena Project No.: 2017054.00 Response: Refer to calculation attached. Item #1.14: Calculations could not be located for the beams on calculation page G 10. Response: Refer to calculation attached. Item #1.15: Calculations could not be located for the following beams on calculation page G-11:SB 2-196, SB 2-342, SB 2-166, SB 2-493, SB 2-445, SB 2-194, SB 2-484, SB 2-472, SB 2-485, SB 2-489, SB 2-499, SB 2-122, SB 2-396, SB 2-180, SB 2-21-2, SB 2-474, SB 2-213-2, SB 2-488, SB 2-495, SB 2-481, SB 2-487, SB 2-498, SB 2-408, SB 2-486, SB 2-213-1, SB 2-476, SB 2-407-2, SB 2-404, SB 2- 21-1, and SB 2-216. Response: Refer to calculation attached. SB 2-481 is no longer in the project. Item #1.16: The beam designation at grid C3 on calculation page G11 is not legible. Response: The beam designation is SB 2-198. See attached calculation. Item #1.17: The beam designation at grids S12, SN-SP on calculation page G271 are not • legible. Response: Refer to calculation attached. Item #1.18: Calculation page G318 specifies a W18x36 for beam SB 2.11.1.0.0.1-4. This does not match sheet S2.54. Response: Refer to calculation attached. Item #1.19: Calculations could not be located for the following beams on calculation page G274:SB 2.0.1-13, SB 2..1-14, SB 2.0.1-15, SB 2.0.1-16, SB 2.11.0.0.3-67, SB 2.11.0.0.3-71, SB 2.11.0.0.3-72, SB 2.11.0.0.3-73, SB 2.11.0.0.3-66, SB 2.11.0.0.3-69, SB FRM SM-65, SB FRM SM-40, SM IP 49-70, SB 2.11.1.0.2-74, and SB 2.11.1.0.2-1. Response: Refer to calculation attached. Item #1.20: The beam at grid SP, S7.2 on calculation page G274 is not legible. Response: Refer to calculation attached. Item #1.21: Calculations could not be located for the following beams on calculation page G275:SB 2.11.1.0.0.1-39, SB 2.11.1.0.0.1-38, SB 2.11.1.1-17, SB 2.11.1.1-18, SB FRM SM-40, SB FRM • SM-19, SB FRM SJ-18, SB FRM SJ-7, and SB 2.11.2-5. a connected stales of rel ted Cements 1500 ne Irving street suite 412 portland oregon 97232 503.467.4980 503.467.4797 September 12, 2018 Page 4 Catena Project No.: 2017054.00 • Response: Refer to calculation attached. Item #1.22: Beam designations at grid S7, SE-SG on calculation page G276 are not legible. Response: Refer to attached G276 plan for clarity. Item #1.23: Beam designation at grid SI 0, SE-SF on calculation page G276 is not legible. Response: See response for 1.22. Item #1.24: Calculation page G311 specifies a W24x55 for beam SB 2.11.1.0.0.1-16. This does not match sheet S2.53. Response: Refer to calculation attached. Item #1.25: Calculations could not be located for the following beams on calculation page G276:SB 2.11.1.0.0.1-18, SB 2.7.1.4-19, SB 2.11.1.0.0.1-17, SB 2.11.14.0.0.1-37, SB 2.11.1.1-209, SB FRM SJ-206, SB FRM SJ-5, SB 2.11.1.1-17, SB 2.11.1.0.0.1-38, SB 2.11.0.0.3-64, SB 2.11.1.0.0.1-62, SB 1111 2.11.11-16, SB 2.11.1.0.0.1-39, SB 2.11.0.0.3-63, SB FRM SM-40, SB FRM SM-65, SB 2.11.0.0.3-66. Response: Refer to calculation attached. Item #1.26: Beam designations on grid S3 on calculation page G277 are not legible. Response: Beams on Grid S3 at the gym roof level are clarified on attached plan. See response for 1.38 for low beams on Grid S.3. Item #1.27: Beam designation at grid SH, S3 S4 on calculation page-627-7-is not legible. Response: Refer to attached plan. Item #1.28: Calculation page G277 specifies a W21x55 for beam SB 2.11.1.0.0.1-7. Clarify how this corresponds to the plans. Response: Refer to calculation attached. Item #1.29: Beams adjacent to grid S7 on calculation page G277 are not legible. Response: Beams on Grid S7 are included in G276. See response for 1.22. • v cornea ted" yetis o c atIonsd elements 1500 ne irving street suite 412 portland oregon 97232 a , 503.467.4980 r 503.467.4797 September 12, 2018 Page 5 • Catena Project No.: 2017054.00 Item #1.30: Calculations could not be located for the following beams on calculation page G277:SB 2.11.1.0.0.1-36, SB 2.11.1.0.0-35, SB 2.11.0.2.1-8 Response: Refer to calculation attached. Item #1.31: Calculation page G297 specifies a W24x55 for beam SB 2.11.0.0.2.1-1. This does not match sheet S2.53. Response: Refer to calculation attached. Item #I.32: Beam designations on grid SC, S4-S6 on calculation page G 278 are not legible. Response: Refer to attached G278. Item #1.33: Calculations could not be located for the following beams on calculation page G278:SB FRM SC-14, SB FRM SC-4, SB FRM 200-15, SB 2.11.1.0.0.1-36, SB 2.11.1.0.0.1-33, SB IP 49- 41, SB IP 49-28, SB IP 49-29, SB IP 49-30, SB IP 49-31, SB IP 49-34, SB, and SB 21-9. Response: Refer to calculation attached. • Item #1.34: Beam designations on grid SA, S5-S7 on calculation page G279 are not legible. Response: Refer to attached G279 plan. Refer to response for 1.32 for beams on S7. Item #1.35: Beam designations on grid S2, SC-SE on calculation page G279 are not legible. Response: Refer to response for 1.34. Item #1.36: Calculations could not be located for the following beams on calculation page G279:SB FRM S2-19, SB FRM S2-18, SB FRM S2-17, SB FRM S2-16, SB FRM S2-15, and SB FRM S2- 14. Response: Refer to calculation attached. Item #1.37: Calculations could not be located for beam SB FRM SJ-13 on calculation page G280. Response: Refer to calculation attached. • a connected series of aelated elements 1500 ne irving street A. suite 412 portland oregon 97232 503.467.4980 503.467.4797 September 12, 2018 Page 6 Catena Project No.: 2017054.00 • Item #1.38: Beam designations on grid S3 on calculation page G280 are not legible. Response: Refer to attached G280. Item #1.39: Calculation page G328 specifies a W21x44 for beam SB 3-183. This does not match sheet S2.22. Response: Refer to calculation attached. Item #1.40: Calculation page G322 specifies a W21x44 for beam SB 2-216. This does not match sheet S2.22. Response: Refer to calculation attached. Item #1.41: Calculation page G330 specified a W21x44 for beams SB 3-160 and SB 3-163. This does not match sheet S2.22. Response: Refer to calculation attached. Item #1.42: Calculations could not be located for the following beams on calculation page fa G372:SB 1.1-10, SB 1.1-5, SB 1.1-3, SB 1.1-4, SB 1.1-6, SB 1.1-7, SB 1.2-266, SB 1.2-227, SB 1.2-23, SB 1.2-221, SB 1.2-220, SB 1.2-17, SB 1.2-172-1, SB 1.2-172, SB 1.2-171, and SB 1.2-170. Response: Refer to calculation attached. Item #1.43: Calculations could not be located for the following beams on calculation page G373:SB 1.2-1969 and SB 1.2-170. Response: Refer to calculation attached. Item #1.44: Calculations could not be located for the following beams on calculation page G274:SB 1.2-256, SB 1.2-257, and SB 1.2-193. Response: Refer to calculation attached. Item #1.45: Calculations could not be located for the following beams on calculation page G375:SB 1.1-24, SB 1.1-30, SB 1.1-22, SB 1.1-21, SB 1.1-28, SB 1.1-18, SB 1.1-29, SB 1.1-20, SB 1-19, SB 1.1-27, SB 1.2-98, SB 1.2-24, SB 1.2-226, SB 1.2-227, SB 1.2-23, SB 1.2-221, SB 1.2-220, SB 1.2-17, and SB 1.2-172. Response: Refer to calculation attached. SB 1.1-24, SB 1.1-30, SB 1.1-22 are no longer in the project. • a connected bares of rotated og¢ementss 1500 ne Irving street - suite 412 portland oregon 97232 503.467.4980 503.467.4797 September 12, 2018 Page 7 • Catena Project No.: 2017054.00 Item #1.46: Beam designations on grid S12, SO-SP on calculation page G375 are not legible. Response: Refer to calculation attached. Item #1.47: Where are calculations for beams at grids N9-N11, NA-ND on sheet S2.31? Response: Refer to calculation attached. Item #1.48: Where are calculations for beams at grids C6-C7, CC-SA. Response: Refer to pages G728-G729 in calculations dated 6/19/18. Item #14: Some beam calculations show stud spacing less than 12"o.c. where the plans do not specify number of studs. Following are random examples. • Beam SB 2-416, calculation page G21, 10-51/64"spacing. • Beam SB 2-311, calculation page G41, 10-57/64"spacing. • Beam SB 1.2-313, calculation page G376, two studs in the first 1 '-4 V2". •• Beam SB 1.2-203, calculation page G430, fourteen studs for 11 '-10"beam.• Beam SB 1,2-153, calculation page G442, two studs in the first 1'-1". • Beam SB 1.2-6, calculation page G543, 9-9/64"spacing. This is not a complete list of beams with spacing less than 12"o.c. Provide clarification how the required stud spacing will be designated on the plans. Response: See attached calculation for all the beams mentioned above. Stud count has been checked for the rest of the composite beams in the project. Item #30: Calculation pages PC22 and PC23 show 1000S162-54 studs. Detail 4/S3.14 shows 8005162-54 studs. Provide clarification. Response: See attached calculation showing the 8" studs specified are adequate for stud type 19. Item #31: Calculation page M39 shows a 10 ft. opening width. Clarify how this corresponds to detail 4/S3.11. Response: Elevations were rearranged. Previously referenced detail 4/S3.11 is now 3/S3.11. Item #39.1: Calculation page G720 specifies column SM/S7 as W10x68. This does not match • sheet S2.42. a connected series of related edeme:'pais 1500 ne Irving street - suite 412 portland oregon 97232 503.467.4980 - °503.467.4797 September 12, 2018 Page 8 Catena Project No.: 2017054.00 • Response: Refer to new column calculation attached. Item #39.2: Calculation page G721 specifies column NE/NI as W8x31. This does not match sheet S2.12. Response: Refer to new column calculation attached. Item #39.3: Calculation page G721 specifies columns NA/NS and NA/N6 as W8x31. This does not match sheet S2.12. Response: Refer to new column calculation attached. Item #39.4: Calculation page G722 specifies columns C2/CB and C2/CC as Pipe STD 8. This does not match sheet S2.12. Response: Refer to new column calculation attached. Item #39.5: Calculation pages G723 and G726 specify column CF.6/59.2 as HSS 4x4x3/8. This does not match sheet S2.51. 410 Response: Refer to new column calculation attached. Item #39.6: Where is column S4/#19376 on calculation page G723 located? Response: It's the column at Grid S4 and SL.2. Renamed as SC S4/SL.2. Refer to new column calculation attached. Item #39.7: Where are columns CP SA, CP CE, and CP CF on calculation page G273 Iocated2 Response: These are columns at canopy against existing gym. Columns are renamed based on their location as: GYM CPY CF.5, GYM CPY CE.5, GYM CPY CD.6 and GYM CPY CD.2. Refer to new column calculation attached. Item #39.8: Calculation page G724 specifies column SH/S4 as HSS 8x8x1/2. This does not match sheet S2.41 Response: Refer to new column calculation attached. Item #39.9: Where is column CI.3/SA on calculation page G724 located? • a coa e;:te d series of related eiemen.ts 1500 ne Irving street suite 412 portland oregon 97232 503.467.4980 503.467.4797 September 12, 2018 Page 9 • Catena Project No.: 2017054.00 Response: It's the column on Grid SA between Grid S8& S9 on S2.51. Renamed as SC SA/S8.5. Refer to new column calculation attached. Item #39.10: Calculation page G724 specifies column SH/S2 as HSS 8x8x5/8. This does not match sheet S2.51. Response: Refer to new column calculation attached. Item #39.11: Where is column SP/237 on calculation page G724 located? Response: It's not in the project anymore. Item #39.12: Calculation page G725 specifies column ND/NI as W8x31. This does not match sheet S2.12. Response: Refer to new column calculation attached. Item #39.13: Calculation page G725 specifies column NC/NI as W8x31. This does not match Sheet S2.12. • Response: Refer to new column calculation attached. Item #39.14: Where is column CO/CAA on calculation page G725 located? Response: It's the column on the grid that is 23'-8" north of Grid CA and west of Grid Cl (therefore CO)on S2.12. Refer to new column calculation attached. Item #39.15: Where is column CI.6/CA on calculationp g a e G725 located? Response: It's not in the project anymore. Item #39.16: Where is column CP CD on calculation page G725 located? Response: One of the columns at the canopy against existing gym. See response to 39.7. Item #39.17: Where is column S3.5/SJ on calculation page G725 located? Response: It's the column on Grid SJ between S3&S4 on S2.41. Refer to new column calculation attached. • Item #39.18: Where is column %651 1 on calculation page G725 located? a connected<e rees of 'elated elements 1500 ne Irving street suite 412 s portland oregon 97232 .a 503.467.4980 503.467.4797 September 12, 2018 Page 10 Catena Project No.: 2017054.00 • Response: It's the column on Grid SL between S9 & S10 on S2.42. Renamed as SC SL/S9.7. Refer to new column calculation attached. Item #39.19: Calculation page G726 specifies column NI0.3/CB.9 as Pipe STD 6. This does not match sheet S2.11. Response: Refer to new column calculation attached. Item #39.20: Where is column CF.6/S9.2 on calculation page G726 located? Response: It's the column on Grid S9.2 between CF&SA on S2.51. Item #39.21: Where is column CP CC on calculation page G726 located? Response: One of the columns in the canopy against existing gym. See response to 39.7. Item #39.22: Where is column S6/SM.6 on calculation page G726 located? Response: Renamed as SC S6/SN.2. It's on Grid S6 between SN & SO. Refer to new column calculation attached. • Item #39.23: Where is column S5/SM.6 on calculation page G726 located? Response: Renamed as SC S5/SN.2. It's on Grid S5 between SN &SO. Refer to new column calculation attached. Item #39.24: Calculation page G726 specifies column SM/S4 as W12x53. This does not match sheet S2.42. Response: Refer to new column calculation attached. Item #39.25: Calculation page G726 specifies column SG/S7 as W 10x22. This does not match sheet S2.41. Response: Refer to new column calculation attached. Item #39.26: Where is column S4/SM.6 on calculation page G727 located? Response: Renamed as SC S4/SN.2. It's on Grid S5 between SN & SO. Refer to new column calculation attached. • a connected series et tainted ekorents 1500 ne Irving street • suite 412 a portland oregon 97232 503.467.4980 A 503.467.4797 September 12, 2018 Page 11 • Catena Project No.: 2017054.00 Item #41.1: Calculation page PC47 shows column M9. This does not appear to match detail 5/S4.01. Response: Refer to calculation attached. Item #41.2: The HSS columns are not specified in detail 5/54.01. Provide clarification. Response: HSS columns size 12x12x1/2 are shown on S2.11. Item #41.3: Where are calculations for the canopy in details I/S4.01 and 3/S4.01? Response: Refer to calculation attached. Item #43: Calculation page SC6 shows 1p 1.0. Sheet S0.01 indicates 11.25. Provide clarification. Response: The seismic importance factor for the building is 1.25. Component importance factors (Ip) are based on individual components. An Ip=1.0 was selected for the canopy in accordance with ASCE 7-10 13.1.3. • Item #44: Calculation page SC 12 evaluates joists 12"o.c. This does not match detail 1/S2.72. Response: Wood i-joists are a deferred structural submittal per VI/S0.01. A maximum spacing of joists is listed in the drawings. A lesser spacing is permitted if desired/required by the delegated designer. Item #45: Where are details shown for the light pole footings evaluated on calculation pages SC 13-SCI 7? Response: See attached RFI 42. Item #46: Where are details shown for the sign construction evaluated on calculation pages SC89-SC93? Response: See attached 1/G1.12. Item #47: Where are details for the sign footing shown on calculation page SC 106? Response: See attached 2/G1.12. • a connected series of related elements nts 1500 ne Irving street - suite 412 - portland oregon 97232 ,y,503.467.4980 °503.467.4797 September 12, 2018 Page 12 Catena Project No.: 2017054.00 III We hope that this information clarifies the project documents satisfactorily. Sincerely, .csOCTUA. 4161FT . ,ititi3O -410411111.111111.... i • ,'I ' '4,0j, •-. V 111;011. T,kt EX'.i 8:0813012020 Jason M.Thompson, S.E. Avery Morris, S.E. Principal Associate III 411 •ci Lonrw--\.ted,00k,..‘o,of &-kyk-o,oke.‘oA 1500 nerving street . suite 412 , portland oregon 97232 , 503.467.4980 - 503.467.4797 Item 1 .1 • S Project -EEGjob Ref. I�RD HIGH{SCHOOL .. -Z€ltr3Z35 Ter kI_�. .......... ............. ......._ ___._ ......... ........ ... ....... __.. .............. .,, Structure Sheet no_ Structural Designer ri r HIGH SCHOOL Page 12/34 .a.c.by i Date Catena Co nan ting,Engineers 1Y 12ta12C"� P- .:n Condition # Design Value Design Capacity Units U.R. Stat Axial Cla ''cation Unknown - - - Not wired Flexural Classi I 'on 1 Non Compact - - - Pass Shear Major 4.6 56.3 ki 0.082 Pass Shear Minor No Sig ant Forces kip - Not required Flexure Major 1 14.2 46.9 kip ft 0.303 Pass Flexure Minor No Significant o .-s kip ft - Not required Axial Tension No Signi'-.nt Forces kip - Not required Axial Compression N. ignificant Forces ip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required D ction Self weight 1 0.004 - in - - Deflection Total 1 0.200 0.617 in 0.325 Pass SB 2-376 ,:1,, a 11 24' 0" 7' 10" '',74- ..._i' ,i.._ I 1-- ....V . i• � .f; ._ r.3� H h � � 4 F^i A (SB 2-376) A-A St. 2 (UPPER LEVEL) : SB 2-376 W 12x14 A992-50 (8) [Deformed # 4 @ 1' 0"] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 7'10" 8 1 1'0" Static Summary W 12x14(8) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.038 Pass Classification 12 Compact - - - Pass Vertical Shear 13 2.7 64.3 kip 0.043 Pass Flexure 13 4.7 121.6 kip ft 0.039 Pass Connector Resistance 12 4 8 Warning Deflection Self weight 12 0.001 - in - - • Tekla Structural Designer,version: 18,0.2.5 PC2-1 Project i Sob Ref. • Tiu7kRD HIGHSCHOOL 201 6135 Tekia4'uCfui'e �... ._....... ___.. __ ........ .. _.......... ........_....... SheetL'�et ^C,. Structural Designer; T16A[D HIGH SCta O , Page 13/34 Cal,.by, Date Catena Connulting Engineers .1Y 9/20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 0.006 0.392 in 0.017 Pass Deflection Dead 12 0.001 0.261 in 0.004 Pass Deflection Live 12 0.003 0.261 in 0.012 Pass Deflection Post Composite 12 0.004 0.261 in 0.015 Pass Deflection Total 12 0.011 0.392 in 0.028 Pass Construction Stage W 12x14(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 1.4 64.3 kip 0.022 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 2.4 65.2 kip ft 0.038 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.009 0.392 in 0.023 Pass SB 2-374 • tela Structural Designer,version: 18.0.2.5 • PC2-2 Item 1 .2 III ,r,o,k,,,t oh Ret .... 3'IGhL�HIGHSCHOOL ......... 2076135 a"1 ek Sic:�a t nc. Structural Designer TIGARD tai SCHOOL Pagel/8 Catena Consulting Engineers .�Y 9/21/2018sSteel Beam Design Beams Non-Composite Rolled SB 2-534 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 12 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.1 32.9 kip ft 0.004 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.384 in 0.003 Pass SB 2-533 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.0 86.0 kip 0.069 Pass Flexure Major 14 27.9 92.6 kip ft 0.302 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.015 - in - - Deflection Dead 12 0.147 0.628 in 0.234 Pass Deflection Total 14 0.343 0.942 in 0.364 Pass SB 2-530 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.6 140.7 kip 0.068 Pass Flexure Major 14 78.9 240.0 kip ft 0.329 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.076 - in - - IllTekla Structural Designer,version: 18.0.5.4 PC2-3 0 TIUfRfJ 3liG i SCHOOL 1 2016138 Structure .... Sheet^u. TIGARD HIGH SCHOOL_ age 2/8 S xt ral( ign& Cab:-by i Date .IY 9/21/2018 Catena Consulting Enineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.345 1.089 in 0.317 Pass Deflection Total 14 0.845 1.633 in 0.517 Pass SB 2-528 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.8 106.0 kip 0.083 Pass Flexure Major 14 58.7 141.4 kip ft 0.415 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.289 0.917 in 0.315 Pass Deflection Total 14 0.686 1.375 in 0.499 Pass SB 2-527 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.9 84.2 kip 0.035 Pass Flexure Major 14 14.0 139.5 kip ft 0.100 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Dead 12 0.045 0.633 in 0.071 Pass Deflection Total 14 0.114 0.950 in 0.120 Pass SB 2-377 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 4.3 106.0 kip 0.041 pass Flexure Major 13 18.8 165.7 kip ft 0.114 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.020 0.702 in 0.029 Pass Deflection Dead 12 0.006 0.468 in 0.013 Pass Deflection Live 12 0.023 0.468 in 0.048 Pass Deflection Total 12 0.052 0.702 in 0.074 Pass SB 2-370 Static Tekia Structural Designer,version: 18.0.5.4 • PC2-4 0 , i Protect Jot;Ref. t'IGA(2D HIGH SCHOOL 2096135 TIGARD HIGH SCHOOL Page 2/8 Structural Designer Laby fact Lab! ---- -- Catena Consulting Engineers JY9123.12018 Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.4 86.0 kip 0.063 Pass Flexure Major 14 25.8 31.0 kip ft 0.831 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.017 - in - - Deflection Dead 12 0.137 0.633 in 0.216 Pass Deflection Total 14 0.322 0.950 in 0.339 Pass SB 2-349 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 12 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 14 0.1 32.9 kip ft 0.004 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.384 in 0.003 pass SB 2-348 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R.r Status Axial Classification Unknown - - - Not required Flexural Classification 12 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 14 0.1 32.9 kip ft 0.004 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.384 in 0.003 Pass SB 2-347 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 12 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 14 0.1 32.9 kip ft 0.004 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.384 in 0.003 Pass IIITekla Structural Designer,version: 18.0;.5.4 PC2-5 4`ecxert ;o£;Ref 7GARp HIGH SCHOOL 201 325 • Tekla T#GARD HIGH SCHOOL Page 4/8 Structural Designer CeJby Dat. Catena ConsultingEngineers IY 9j21.J2018 SB 2-310 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.4 245.0 kip 0.039 Pass Flexure Major 14 66.1 198.0 kip ft 0.334 Pass Torsion - - - - - Beyond Scope Deflection Self weight 1 0.031 - in - - Deflection Dead 12 0.111 0.583 in 0.191 Pass Deflection Total 14 0.278 0.875 in 0.318 Pass Torsion Rotation Check Applied Forces Only - SB 2-299 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass III Shear Major 14 17.8 245.0 kip 0.073 Pass Flexure Major 14 73.5 198.0 kip ft 0.371 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.129 0.583 in 0.222 Pass Deflection Total 14 0.330 0.875 in 0.377 Pass SB 2-295 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Classification 1 Compact Pass Shear Major 14 13.2 245.0 kip 0.054 Pass Flexure Major 14 86.0 198.0 kip ft 0.434 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Dead 12 0.145 0.583 in 0.248 Pass Deflection Total 14 0.364 0.875 in 0.416 Pass SB 2-206 Static Summary HSS 16x8x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass ekla Structural Designer,version: 18,0.5.4 III PC2-6 0 i Prujeet I tub Ref TIGARD HIGH SCHOOL 2016135 Structural Der r f IGARD HIGH SCHOOL Page e S/4 Lai.-, ....,,}ar<, ..... ___ ......... ................ Catena Consulting Engineers .16 5/21/2D?;.3 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 12 26.6 218.7 kip 0.122 Pass Flexure Major 12 93.4 239.4 kip ft 0.390 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.025 - in - - Deflection Slab 12 0.111 1.017 in 0.109 Pass Deflection Dead 12 0.032 0.678 in 0.048 Pass Deflection Live 12 0.123 0.678 in 0.182 Pass Deflection Total 12 0.292 1.017 in 0.287 Pass SB 2-189 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 86.0 kip 0.028 Pass Flexure Major 14 9.7 92.6 kip ft 0.104 Pass Torsion No Significant Forces - - Not required III Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.037 0.544 in 0.068 Pass Deflection Total 14 0.091 0.817 in 0.111 Pass SB 2-188 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.9 86.0 kip 0.103 Pass Flexure Major 14 13.4 92.6 kip ft 0.144 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - . Deflection Dead 12 0.046 0.511 in 0.089 Pass Deflection Total 14 0.114 0.766 in 0.149 Pass SB 2-146 Static Summary HSS 12x6x3/8 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.6 206.4 kip 0.018 Pass Flexure Major 14 17.2 168.0 kip ft 0.102 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.018 - in - - IIITekia Structural Designer,version: 18.0.5,4 PC2-7 1'1GfiRQ HIGH SCHOOL 2€7I6135 0 ilw Ila Structure,ur.:.... Shcfl:no. Structural l C} e . TIGARD HiGH SCHOOL , Page >ts Catena Consulting Y 9l"1.1;'? 18 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.049 0.628 in 0.079 Pass Deflection Total 14 0.128 0.942 in 0.136 Pass SB 2-145 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.5 86.0 kip 0.029 Pass Flexure Major 14 10.9 92.6 kip ft 0.118 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.010 - in - - Deflection Dead 12 0.047 0.578 in 0.081 Pass Deflection Total 14 0.115 0.867 in 0.132 Pass SB 2-144 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.6 86.0 kip 0.100 Pass Flexure Major 14 40.5 92.6 kip ft 0.438 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.036 - in - - Deflection Dead 12 0.122 0.544 in 0.224 Pass Deflection Total 14 0.307 0.817 in 0.376 Pass SB 2-143 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 86.0 kip 0.028 Pass Flexure Major 14 9.7 92.6 kip ft 0.104 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.037 0.544 in 0.068 Pass Deflection Total 14 0.091 0.817 in 0.111 Pass SB 2-140 Static Summary W 12x19 Tekla Structural Designer,version: 18.03.4 • PC2-8 • ,Protect I Joh Ref. 'fEG{1riD SCHOOLHIGH 2016135 St uc.:.re;.... .......... St cec nc,. Structural .. Designer TIGARD HIGH SCHOOL Page 7/8 Catena Consulting Engineers .189/21./2016 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 86.0 kip 0.028 Pass Flexure Major 14 9.7 92.6 kip ft 0.104 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.037 0.544 in 0.068 Pass Deflection Total 14 0.091 0.817 in 0.111 Pass SB 2-136 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.8 245.0 kip 0.016 Pass Flexure Major 14 27.7 198.0 kip ft 0.140 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.018 - in - - 1110 Deflection Dead 12 0.043 0.579 in 0.075 Pass Deflection Total 14 0.115 0.869 in 0.132 Pass SB 2-135 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.2 245.0 kip 0.033 Pass Flexure Major 14 53.8 198.0 kip ft 0.272 Pass Torsion - - - - - Beyond Scope Deflection Self weight 1 0.026 - in - - Deflection Dead 12 0.091 0.583 in 0.156 Pass Deflection Total 14 0.228 0.875 in 0.261 Pass Torsion Rotation Check Applied Forces Only - SB 2-93 Static Summary HSS 16x8x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.6 218.7 kip 0.003 Pass Flexure Major 1 2.8 239.4 kip ft 0.012 Pass Torsion 14 - - - 0.000 Warning IIITekla Structural Designer,version. 18.0.5.4 PC2-9 PfUjE'f[ 304,Vit- • 1'ICARD HIGHSCHOOL 2016135 " Tekla' nlf u__ai..... ---- .. __._.. ._..... _ . ........-' ----. _ .............. ..-- ------ .. ,Sf,,i.no Structural Designer T! ARC r SCHOOL Page 8/8 Calc try i Dates Catena Consulting Engineers iv 9121/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.014 - in - - Deflection Total 1 0.014 1.017 in 0.013 Pass Torsion Rotation Check Applied Forces Only - SB 2-92 Static Summary W 27x84 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 80.0 368.5 kip 0.217 Pass Flexure Major 13 375.5 915.0 kip ft 0.410 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.029 - in - - Deflection Slab 12 0.138 1.232 in 0.112 Pass Deflection Dead 12 0.054 0.821 in 0.065 Pass I Deflection Live 12 0.153 0.821 in 0.187 Pass Deflection Total 12 0.374 1.232 in 0.304 Pass • Takla Structural Designer,version: 18.0.5.4III PC2-10 • • • Item 1 .3 --\ 411 4110 N1 0 ; SE 2-140 53 2-189 ; 952.143 SE 2-144 ; SE 2-1:: ; 952-145 W 12x19 A902-50 W 12x19A992-60 W 1209 A992-50 W 12x19 A992 0 W 12x19A92-50 Vil 12x19 A992-50 * cm ,„•- cn r a; ! w 2-534 g ,.. SB 1-591 z c/a SB 2-592i • ta A ir, ., SE 2 370 .,4 a SE 2-533 ost.i 2.?,(11- NA• 'e,-N ,/i ), j. s. W 16x36 A992 50 Z. r:") W 16x26 A992-60 44.0 - W 12x19 A992-5 W 12x19 A992-500 - N,/ -,“ N co v p. i (61 6 t R tn & ut a 2-310 (13 24- 13 2-135 '.• SB 2-594 SB 2-527 " 1 74; ;Mg ..41 S82-148 W 12.06 A99412Tuls"1"LL SE 2-146 41111.t.--- NB ; W 21x 4 A992-50 C=0 75 6) W 12x26 A092-50 HSS 12x6x3/8 A992 50 Deermed#4 e11 1'0" 4 ; 2-37 tb I 8 ..., _ ro ry — 8 b CV v0.'-' £0 0t 203 '4 0 1., N tA, eg i er--; to 2.- 2'''. ; F- SB 2-3013 I 1 < '",Williffitiffititai/NONSISIN/11111111111‘ 1x44 A992-S0 ( 7) .0 .0 D.-formed#4 @ 1'"? SE 2-95 —•------ ' ,.--•—•-----—-------------3------•—•-----—-- E ...'"--."..—.----"--. -----------'-----— ---"“'''------------— •-----•--------- W 18,65 A92 I (29) 'pe 0•., '""" ,or b {NI;_ C1alorimg 40 4 V 1'a —;_ SS 2.79 , , ) '.2 al 2 Ct +015, 14.v , r.4 (NI v- cx 4,14,4- m r.g ril 11.1 41,4* v. W 21x 4 A992-50 C:1 13 I,') DEOartned#4 @ 1'Cr „ 00 OO CO U) . -.:r F;,- 2-375 2-340 S 2-321 2-381 .-------- ND t —, W 30x108 A992-50 C,463(54) ri5 ,xS44BA2992,,ti 02) 114 ''..: '7',„ Sflogrile'd#31 1 V 0' 2-379 Deformed I/4 @ 1 0' r qk 11. 2-374 •,,,- e- ,, „...40fr 41 CLASSROOM MAIN PC211 2-376 LEVEL LAYOUT-1 - (PREVIOUS G6) Item 1 .4 F=resect Job F=.ef. • T3GP3iC HIGHSCHOOL 2016135 AlwTeI.'Ia., ........ ......._ . ............ _._ .......... ........... .._._ .... .......... ..... .................. ♦ Structure She,,P e+o. TIGARD HIGH SCHOOL Page 16/64 Structural Designer Las,by +Dote Catena Consulting Engineers }y 9/20/2018 #20152 N5 21' 3 1/4" N 24'I,8" 10' 4 5/8" 10' 10 11/16" \Iv' awxw�ac u_nw imie awe. __ iMwn�rvIwaIM�awa a�w t eil i'I s_` .1 ' i A b" '., rA ',, (5B 2-329) A-A 21' 3 1/4" St. 2 (UPPER LEVEL): SB 2-329 W 18x35 A992-50 (30) (Deformed # 4 @ 1' 0"1 Connectors\Layout • Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 21'3 1/4" 30 1 8 33/64" Static Summary W 18x35(30(30)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.602 Pass Classification 12 Compact - - - Pass Vertical Shear 12 28.5 159.3 kip 0.179 Pass Flexure 13 292.8 491.2 kip ft 0.596 Pass Connector Resistance 12 15 30(30) - Pass Deflection Self weight 12 0.023 - in - - Deflection Slab 12 0.399 1.064 in 0.375 Pass Deflection Dead 12 0.046 0.709 in 0.066 Pass Deflection Live 12 0.156 0.709 in 0.220 Pass Deflection Post Composite 12 0.202 0.709 in 0.285 Pass Deflection Total 12 0.624 1.064 in 0.587 Pass Construction Stage W 18x35(A992-50) i ekla Structural Designer,version: 180.2.5 III PC2-12 0 K'ca;ect icb Pet 4[ + TEGARD HIGH SCHOOL 2016135 illar Rek ' .. ..._ __... ........._ ........ __. ........_ ...... ... ....... ............ „ 7 u.,ur.: Si c,�t;�:. TIGARD HIGH SCHOOL Dago 17/64 Structural Designer Ca s.,D., !)ate Catena Consulting Cng=neets. .fY 9/40/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 14.7 159.3 kip 0.093 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 150.2 249.4 kip ft 0.602 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.023 - in - - Deflection Total 1 0.543 1.064 in 0.510 Pass 2-328 #20 4 N 24' 10 15/16" , , IIIA 24'20"7 9/16" 3' 6 1/8" 7'4 9/16" 11'4 3/4" .._. . p_.� t C f t & R f E I. F E P t k E k F 4 J - -- ... .5 1 61, NA (58 2-328)A-A 24' 1. 15/16" St. 2 (UPPER LEVEL SB 2-328 W 18x35 A992-50 (26) (De • >,.-d#4 @ 1' g Connectors\Layout Name Diameter As welded'eight Speci -d ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 umber of connectors umber of connectors Group spacing [ft,in] [ft,i ' in length in . oup distance [ft,in] 0" 24'11" 26 1 11 1/2" Static Summary W 18x35( >(26))C=1.000 Design Conditi. # Design Value Design Capacity Units U.'.. Status Construction S -ge 1 - - - 0.800 Pass Classificatio 12 Compact - - - ass Vertical ear 12 52.1 159.3 kip 0.327 Pa Flexur• 12 387.7 453.8 kip ft 0.854 pass Co'nector Resistance 12 12 26(26) - Pass • Tekla Structural Designer,version: 15.0.2.5 PC2-13 Item 1 .5 PfC.Lt iOJ Ref III 3"IGARD 3i3Gl�i SCHOOL 2016135 Ay Tekid _... . .__. ...._ .._......... ....... .......... .................. yrat ...Y.. ........ ..__ _....... t.are oh.: i no_ ". lfl ) f TIGARD HIGH SCHOOL. Page 57/64 StDes Calc.by ?Gate Catena ConsuftIng Eng veers N 9/20/2018 Des Condition # Design Value Design Capacity Units U.R. us Axial Classi 3 'on Unknown - - - .t required Flexural Classificatio Compact - - Pass Shear Major 1 1,. 159.3 ip 0.093 Pass Shear Minor No Significant Force kip - Not required Flexure Major 1 150.2 kip ft 0.602 Pass Flexure Minor No Signi'-. t Forces kip ft - Not required Axial Tension ignificant Forces Terp-........- Not required Torsion No Significant Forces - - Not required Deflecti." elf weight 1 0.023 - in - - P> ection Total 1 0.543 1.064 in 0.510 pis SB 2-328 #20154 N7 24' 10 15/16" A •2420"7 9/16" 3' 6 1/8" 7'4 9/16" 11'4 3/4" „, . '>A „ (58 2-328)A-A 24'10 15/16" St. 2 (UPPER LEVEL): S8 2-328 W 18x35 A992-50 (26) [Deformed#4 e 1' ta Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 24'11" 26 1 11 1/2" Static Summary W 18x35(26(26))C=1.000 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.800 Pass Classification 12 Compact - - - Pass Vertical Shear 12 52.1 159.3 kip 0.327 pass Flexure 12 387.7 453.8 kip ft 0.854 Pass Connector Resistance 12 12 26(26) - Pass Takla Structural Designer,version: 18,0.2.5 III PC2-14 41) E ee:t j Job Ref. 1100110 HIGHSCHOOL 2016135 Alf Tek TIGARD HIGH SCHOOL. Pau.1S/64 Structural Designer tags.IY' Dat. .......... ............ Catena Consulting Erb veers .iY <1/20}2015 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 -0.168 1.246 in . -0.135 Warning Deflection Dead 12 -0.059 0.830 in 0.071 Warning Deflection Live 12 0.296 0.830 in 0.356 Pass Deflection Post Composite 14 -0.059 0.830 in 0.071 Warning Deflection Total 14 -0.059 1.246 in 0.048 Warning Construction Stage W 18x35(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 26.9 159.3 kip 0.169 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 199.5 249.4 kip ft 0.800 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Total 1 0.068 1.246 in 0.055 Pass B 2-320 • . N C4 48•1S/1V rl 34•B' 30.30 ill . At l 5/0' 3" 11 _ ! I {{ t 3 (SB 3-330)4-5 40 35/35' j$j PPR LEVEL•2 2.128 M_34X55 A992 q... . 1... rneC p 4 e 1' Connectors\Layout Name Diameter As welded heig •pecified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" .00 Distance end 1 Distance end 2 Num er of conn- tors Number of connectors Group spacing [ft,in] [ft,in] in ngth in group distance [ft,in] 0" 40'1" 41 1 1157/64" Static Summary W 24x55(41 / ))C=1.000 Design Condition # Design Value Design Capacity Units Status Construction St.,_e 1 - - - 0.600 Pass Classificatio 12 Compact - - - Vertical ;'ear 12 46.7 251.7 kip 0.186 Pass Flex 12 503.4 779.7 kip ft 0.646 Pass • Tekla Structural Designer,version: 18.0.2.5 PC2-15 Item 1 .6 P c ect lob 2e§. '€iGA€;D HIGH SCHOOL 2016135 III .aw Tekia. ....... _....... ...... ._. ....._ ......._..._ .. ..... ......... .......... ................ Strca3i f< Sbo,:^c. T(GARD HIGH SCHOOL Page 1/3 Structural Designer Calf:by Dat, JY 0/21/2018 Catena Consulting Engineers Steel Beam Design Beams Composite Rolled SB 2-35 N6 N7 32'8• ,A 24'0. 10'4 5/B" 10'18 11/16" 11'4 3/4" ',. L>A .. (SB 2-35)A-A 32'8" .2(UPPER).EVEL):513 2-35 W 21x44 A992-50 1461(Deformed g 4 @ 1' 61. Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength III AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 32'8" 46 1 8 33/64" Static Summary W 21x44(46(46))C.0.750 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.605 Pass Classification 12 Compact - - - Pass Vertical Shear 13 38.8 217.4 kip 0.178 Pass —Fl ure 13 418.2 653.6 kip ft 0.640 Pass Connector Resistance 12 16 46(46) - Pass Deflection Slab 12 0.311 1.633 in 0.190 Pass Deflection Dead 12 0.136 1.089 in 0.125 Pass Deflection Live 12 0.444 1.089 in 0.408 Pass Deflection Post Composite 12 0.579 1.089 in 0.532 Pass Deflection Total 12 0.890 1.633 in 0.545 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Tekla Structural Designer,version: 11.0.5.4 III PC2-16 S o'tt Job Ret. ..._€{GPRD {IGIiSCHOOL 2615135 TIGARD HIGH SCHOOL Page 2/3 Structural Designer Ca c 1,y r,atr, Catena Consulting Engineers JY 9/21./2018 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 20.2 217.4 kip 0.093 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 216.4 357.7 kip ft 0.605 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Total 1 0.607 1.633 in 0.372 Pass SB 2-34 N5 N6 32'8" Ni 24'0" 10'4 5/8' 10'10 11/16" 11'4 3/4" $ 5.5'-5iftr--s + + + f61fit--#._trtr »_.#-;-. stz + jIt � 5' < 4E -:- E��t�.:.�:.:.:F9t € [ 4 Hifi 22' :1>4 (5B 2-34)A-A 32'8" • 81.,.3 Mimi LEVEL): 58 2-34 W 21x44 4992-50/AA1 FOeforned g 4 e 1' 0,, Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 32'8" 46 1 8 33/64" Static Summary W 21x44(46(46))C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.607 Pass Classification 12 Compact - - - Pass Vertical Shear 12 38.9 217.4 kip 0.179 Pass Flexure 12 418.9 653.6 kip ft 0.641 Pass Connector Resistance 12 16 46(46) - Pass Deflection Slab 12 0.318 1.633 in 0.194 Pass Deflection Dead 12 0.136 1.089 in 0.125 Pass Deflection Live 12 0.444 1.089 in 0.408 Pass Deflection Post Composite 12 0.579 1.089 in 0.532 Pass Deflection Total 12 0.897 1.633 in 0.549 Pass Construction Stage W 21x44(A992-50) • Tel€€a Structural Designer,version. 180.5,4 PC2-17 `P%ect =Job Ref, • t'IGfiRL�HIGHSCHOOL 2016135 i Structure Sheet no. StructuralDesigner TIGARD HIGH SCHOOL. aa3/3 ::ait.by Date .IY 9/21/2015 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 20.3 217.4 kip 0.094 pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 217.1 357.7 kip ft 0.607 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Total 1 0.614 1.633 in 0.376 Pass III Tekla Structural Designer,version: 18.0.5.4 IIII PC2-18 SB 2 7 513 2,239 58 2.1 W M24 MD2'50C.,1.141(28) cne, =.,:r Deformed 4442t1'0' —0 N $D 245& use' 5s2-2.58. se 271 € .... w'16x26 A 2-50 0'"1,00001 F.°r' s4.11 AS. £fig x S'16426 A922.880 C=1.00[26) . Deformed#4 1'0" s or3 Deformed#4 6 1'O' p 4. ; �' �c� _s SS 2.437 SE 2,237��' 582.72 ;, w W 10,06 AE92-50 C=1 C0{30) ; ..,'..,„ „ a W 16426 A -5e7 C.100(25)_..... - ; t2et45rred#4 1't7' Der4rmed#4 a 1'{t' ; SE 2-82 2-2365 SD 2.73 S8 2-142 W 160.6 NOVA()C=0 N8 t28 t x � =we.�.x�y 4�d 16x2E A�N2�{l C:-1� 2$' Deformed if4 'ret r_ g De#armed#411'4' a ' ;sem 1,.t 4.1 SE 2-83 4. w W 16x.28 A -50 C40.7 =� Deterried*4 gY Er"- S -227 ,: SSS 2-7d .;. e,...>�:;1'6r�a. `Y18z2$A -SO-Q."!OD(2B) iiii; . 58 2 55+3 ', : Raf;Srrned to 4 a 1"4. I al 1a a y� t3 A 31!> 4.4 �. ,�. 4 a,3 tv 0 N m t„ tftS C x, S82r SB 2^7u F i -a '1.' W1eA26Av42-5.)c.1,13(30! 09 c. ray v ,,, 4°1 1 o- ` 1r1te:'.6A6 2-6'k i-44 28j r� [Mummy,*4 .1'(Y 4 l7efarrnad#4- ,1'fk , 0 r9 58 2-85 SE 2-225 SS 2-75 t Vi 10xiA64J2-aO (24 ,.'..,K..1., 'a` W16x26A1:'2-:;t}t BD(281 G loranad#4 i'tl Doff 44 4 4 @ VT • Ii, an wi .1 N 'r`'a SS 2-86 1 2-220 Na =: $8 2.255 li i; 7. T W 10'.1t$S 492.k.1 Bd1 tm e,.uxz ti.- x :". Cr x'' , { mro..1 ,v�aP16x26Atl2C 1-fl0{28) w 2:,; - -1. 11`,�� De9ar» i#a 1'4Y p (....7) W p g8: i" .7o--,„,. ;;rrati s. 3.s to aS ® !IH! 6 t ^s3S SS 2-251 e' "_' S 2-215 'a•L sE 2.255• A 4 r ' r.r i,„. z .a. ,�„=;itk S :-.V-1...'ir�- _ 14'16x26 92."s}C=1.00 y2d) y,,i xi° Gn Defarrrx E:A 4 1'dY' ,z; w 6.* i n rr e 4. o 0n i __ �` . wz,, 5E3 2-221 .SE12-77 ... ',�._„ ;0,1k c,en' 2r MA Z ....„e. ,.li ; W 18x26 A 4;=1. # l BfiZ Z F5 Doforfrad#4 411,rf ; r n • C/7 Z 00; NO 4111 410 III Z Item 1 .8 1'IGt1RL)HIGH SCHOOL 2016135 0 lw kTela ....... .._... .__... ...... ........... .............. ..._.._. ......... ......... ____.. d uc.up?: Sheet RD Structural j( t1LF: TIC R€DHIGHSCHOOL. Page1i13. CaLL be Data. Catena ConsultingEngineers v 9/21/2015 Steel Beam Design Beams Non-Composite Rolled SB 2-531 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - PasS Shear Major 14 4.6 64.3 kip 0.071 Pass Flexure Major 14 18.8 65.2 kip ft 0.287 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.009 - in - - Deflection Dead 12 0.110 0.544 in 0.202 Pass Deflection Total 14 0.254 0.817 in 0.311 Pass SB 2-361 Static SIII Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 64.3 kip 0.038 Pass Flexure Major 14 9.8 65.2 kip ft 0.151 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.009 - in - - Deflection Dead 12 0.056 0.544 in 0.103 Pass Deflection Total 14 0.134 0.817 in 0.164 Pass SB 2-358 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 84.2 kip 0.060 Pass Flexure Major 14 41.3 139.5 kip ft 0.296 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.114 - in - - Deflection Dead 12 0.386 1.089 in 0.354 Pass Deflection Total 14 0.973 1.633 in 0.596 Pass SB 2-357 Static Tekia Structural Designer,version: 28.0.5.E III PC2-20 0 i re}ed l Lob Rel. TIuP,Rp HIGHSCHOOL 2015135 ar Telda Structural + r T3Gi3RD HIGH SCHOOL. Page 2/II tai,,,by Dat', Catena Consulting Engineers .!Y 5/21/2018 Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 84.2 kip 0.060 Pass Flexure Major 14 41.3 139.5 kip ft 0.296 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.114 - in - - Deflection Dead 12 0.386 1.089 in 0.354 Pass Deflection Total 14 0.973 1.633 in 0.596 Pass SB 2-299 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 17.8 245.0 kip 0.073 Pass Flexure Major 14 73.5 198.0 kip ft 0.371 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.129 0.583 in 0.222 Pass Deflection Total 14 0.330 0.875 in 0.377 Pass SB 2-190 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 86.0 kip 0.028 Pass Flexure Major 14 9.7 92.6 kip ft 0.104 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.037 0.544 in 0.068 Pass Deflection Total 14 0.091 0.817 in 0.111 Pass SB 2-184 Static Summary HSS 12x6x1/2 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.1 245.0 kip 0.017 Pass Flexure Major 14 29.3 198.0 kip ft 0.148 Pass Torsion No Significant Forces - - Not required 410 Tekla Structural Designer,version: 1&0,5,4 PC2-21 Project i iok,Ref_ 'rIG'tRC1 HIGH SCHOOL 1 2016235 0 Aw eka. _. _._. ........ .. ................ .......... _........_.... _..._ .......... ................. 5.ructure 5hoePm:. structural Designer IR3AFU HIGH SCHOOL Page 3111 Catena Consulting Eng.neers .IY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.013 - in - - Deflection Dead 12 0.038 0.523 in 0.073 Pass Deflection Total 14 0.099 0.784 in 0.126 Pass SB 2-142 Static Summary HSS 12x4x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.4 160.9 kip 0.052 Pass Flexure Major 14 15.3 108.0 kip ft 0.142 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.013 0.327 in 0.041 Pass Deflection Total 14 0.035 0.491 in 0.071 Pass SB 2-130 Static Summary HSS 12x4x5/16 IIIDesign Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 160.9 kip 0.063 Pass Flexure Major 14 18.5 108.0 kip ft 0.171 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.007 - in - - Deflection Dead 12 0.016 0.327 in 0.048 Pass Deflection Total 14 0.042 0.491 in 0.086 Pass SB 2-129 Static Summary HSS 12x4x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.6 160.9 kip 0.054 Pass Flexure Major 14 15.7 108.0 kip ft 0.145 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.006 - in - - Deflection Dead 12 0.013 0.327 in 0.041 Pass Deflection Total 14 0.036 0.491 in 0.073 Pass SB 2-36 Static Summary W 16x36 Tekla Structural Designer,version:18.0.5.4 • PC2-22 • Project' SCHOOL int;fte£. „ , E.�t`ERp HIGHHISCHOOL ..........202,135 awTekla Structure Sheet no TIG RD HIGH SCHOOL. Page 4/12 Structural Designer ..... Catena Consulting Engineers .(Y 9/21,/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.2 140.7 kip 0.051 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 74.9 240.0 kip ft 0.312 pais Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.124 - in - - Deflection Dead 12 0.279 1.089 in 0.256 Pass Deflection Total 14 0.744 1.633 in 0.456 Pass Steel Beam Design Beams Composite Rolled 410 SB 2-239 ND NC 12' 4" I ,A v 24' 0" 12' 4" 7 co T r` o 1 3 15/16" . . H A (SB 2-239) A-A 12' 4" St. 2 (UPPER LEVEL): SB 2-239 W 10x12 A992-50 (12) (Deformed # 4 @ 1' 0"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 • Tekla Structural Designer,version: 18.0.5.4 PC2-23 NojeC Job Ret. • t7Gfkht)HIGH SCHOOL 2018335 Aar Te la TIG°RD HIGH SCHOOL Para 5111 Structural Designer r Cain..by i Cate Catena Consulting Engineers 15' 9/22/2018 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 12'4" 12 1 1'0" Static Summary W 10x12(12) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.632 Pass Classification 12 Compact - - - Pass Vertical Shear 13 17.6 56.3 kip 0.313 Pass Flexure 13 54.6 116.0 kip ft 0.470 Pass Connector Resistance 12 6 12 - Warning Deflection Self weight 12 0.004 - in - - Deflection Slab 12 0.296 0.617 in 0.480 Pass Deflection Dead 12 0.022 0.411 in 0.054 Pass Deflection Live 12 0.074 0.411 in 0.180 Pass Deflection Post Composite 12 0.096 0.411 in 0.234 Pass Deflection Total 12 0.397 0.617 in 0.643 Pass Construction Stage III W 10x12(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 8.9 56.3 kip 0.158 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 27.6 46.9 kip ft 0.589 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Total 1 0.390 0.617 in 0.632 Pass — SB 2-238 Tekla Structural Designer,version: 1.8,0.5:4 III PC2-24 S I'iCYi2Ct :ioe get ■#E "€EGf;ttD HIGH SCHOOL ..............%036135 Alw TekiE .,, ............ _...... ....... ........._ ..__.. ......... _. ____. ..................... Structural Designer TIGARD HIGH SCHOOL Page 6/11 Cal:.Ew �pit, Ca0ena Cor uit7 g ing.rears .SY 9/21/2018 ND NC 12' 4" .A 24' 0" 12' 4" fl._.. ,.. frfifii. T ^ S h. o, t 3 15716" .�A (SB 2-238) A-A 12' 4" • St. 2 (UPPER LEVEL): SB 2-238 W 10x12 A992-50 (12) 'Deformed # 4 @ 1' 0"] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 12'4" 12 1 1'0" Static Summary W 10x12(12) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.566 Pass Classification 12 Compact - - - Pass Vertical Shear 13 15.7 56.3 kip 0.279 Pass Flexure 13 48.8 116.0 kip ft 0.420 Pass Connector Resistance 12 6 12 - Warning Deflection Self weight 12 0.004 - in - - Deflection Slab 12 0.265 0.617 in 0.429 Pass Deflection Dead 12 0.020 0.411 in 0.048 Pass Deflection Live 12 0.066 0.411 in 0.161 Pass Deflection Post Composite 12 0.086 0.411 in 0.209 Pass Deflection Total 12 0.355 0.617 in 0.575 Pass Construction Stage W 10x12(A992-50) 4110 Tekla Structural Designer,version: 18,0.5,: PC2-25 Fruirsf :gib Ref. • -f(GI�RD HIGH SCHOOL 3016x.35 Air Tekla S.,u.,tur, I ih,e:nc, Structural Designer; rI F,Ro HIGH SCHOOL Page 7,O3 a c,by -Yate Catena Consuting En ,veers 13 9/210018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 8.0 56.3 kip 0.142 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 24.7 46.9 kip ft 0.527 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Total 1 0.349 0.617 in 0.566 Pass SB 2-237 ND NC 12' 4" NA 24' 0" 12''v4" III a rn s 3 15716" \A (SB 2-237) A-A 12' 4" St. 2 (UPPER LEVEL): Sb 2- 37 W 10x12 A992-50 (12) JDeformed # 4 @ 1' O'] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 12'4" 12 1 1'0" Static Summary W 10x12(12) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.592 Pass Tekia Structural Designer,version: 18.0.5,4 III PC2-26 • s t:eut ob 2ef. r[GAPD HIGH SCHOOL 2076135 Agir .. Tek ...... ..._.. .... _.... _..... ... ......... ......... ..... ........ ......... ................ i Structum Sheet n5 Structural Designer 1TIGARD HIGH SCHOOL. Page 8/n. d S'.by Urtl'? - Catena Consulting Engineers JY 9121/2018 Design Condition # Design Value Design Capacity Units U.R. Status Classification 12 Compact - - - Pass Vertical Shear 13 16.4 56.3 kip 0.292 Pass Flexure 13 51.1 116.0 kip ft 0.440 Pass Connector Resistance 12 6 12 - Warning Deflection Self weight 12 0.004 - in - - Deflection Slab 12 0.277 0.617 in 0.450 Pass Deflection Dead 12 0.021 0.411 in 0.050 Pass Deflection Live 12 0.069 0.411 in 0.168 Pass Deflection Post Composite 12 0.090 0.411 in 0.219 Pass Deflection Total 12 0.371 0.617 in 0.602 Pass Construction Stage W 10x12(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 8.3 56.3 kip 0.148 Pass Shear Minor No Significant Forces kip - Not required III Flexure Major 1 25.9 46.9 kip ft 0.552 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Total 1 0.365 0.617 in 0.592 Pass • Tekla Structural Designer,version: 18,0.5.4 PC2-27 PiLicC{ ion Etei. • ##�� TIGARD HIGH SCHOOL 2G1G135 Aar�.e $a .__ .. .. _— .. _...__ _. ......_ ......._. ..._...._..u.._,YE Shunt^V TIG ARD HIGH SCHOOL Page 9119. Structural Designer Caia by Date .IY 9/21!2018 Catena Consulting Engineers Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 28'3 7/8" 28 2 1 Static Summary W 21x44(28) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.564 Pass Classification 12 Compact - - - Pass Vertical Shear 13 55.5 217.4 kip 0.255 Pass Flexure 12 394.9 564.7 kip ft 0.699 Pass Connector Resistance 12 10 28 - Pass Deflection Self weight 12 0.041 - in - - Deflection Slab 12 0.427 1.416 in 0.302 pa55 Deflection Dead 12 0.071 0.944 in 0.075 Pass Deflection Live 12 0.534 0.944 in 0.566 Pass Deflection Post Composite 12 0.605 0.944 in 0.641 Pass Deflection Total 12 1.073 1.416 in ' 0.757 Pass Construction Stage W 21x44(A992-50) • Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 24.0 217.4 kip 0.111 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 177.5 357.7 kip ft 0.496 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Total 1 0.799 1.416 in 0.564 Pass S8 2-24 Te ala Structural Designer,version:18.0.5.4 III PC2-28 0 i EnijErt 1;nE Ref. ;HOARD HIGH SCHOOL 2016)35 Alar Tekla Aolgo Stroctoro Shoot no Structural ne 1W RD HIGH SCHOOL Page 1/x Cant c,= Date Catena Consulting Engineers iT - 3/21./2018 SB 2-24 #20112 C4 27'8 1/8" [\A 24 9" 5'8 11/16' 13'3 11/16" 8'7 3/4' --..7 4 _.:: r c ._F 1 s .t.1 ;. t _1 t 1.._...2 E .1:. t e _R' Z n 1 VI A ., (5B 2-24)A-A 27'8 1/8" St. 2 (UPPER LEVEL): SB 22=24 W 21x44 6992-50 28 'Deformed 4 4 @ 1021 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength 41110 AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 27'8 1/8" 28 1 1'0" Static Summary W 21x44(28) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.293 Pass Classification 12 Compact - - - Pass Vertical Shear 13 41.6 217.4 kip 0.192 Pass Flexure 12 233.5 498.7 kip ft 0.468 Pass Connector Resistance 12 6 28 - Warning Deflection Self weight 12 0.027 - in - - Deflection Slab 12 0.147 1.384 in 0.106 Pass Deflection Dead 12 0.023 0.923 in 0.025 Pass Deflection Live 12 0.368 0.923 in 0.399 Pass Deflection Post Composite 12 0.391 0.923 in 0.424 Pass Deflection Total 12 0.565 1.384 in 0.408 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass IIITekla Structural Designer,version: 15,0.5.4 PC2-29 Prci<-ct Job Ref. • TIG'tE2D HIGHSCp[QCtL 202234 t s_tar,= Sh,:aT.zc Structural Designer TIGARD HECK SCHO1 Page 2r2 La'b by Dat, Catena Consulting Engineers tY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 17.0 217.4 kip 0.078 pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 95.6 357.7 kip ft 0.267 pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.027 - in - - Deflection Total 1 0.406 1.384 in 0.293 Pass • Tela Structural Designer,version: 18.0.5.4 III PC2-30 0 1 Project I job Ret "riGhE24 HIGH SCHOOL 2016235 Structure: Sheet n, structural Designer 1 GAR HIGHS SCHOOL Page.)/2 ::a!%,by Date Catena Consulting Engineers ,3Y 9/21.12018 SB 2-208 *20112 C3 28' 3 7/8" A 24 0' 9' 2 5/8" 12'8 1/2" 6'4 3/4" 0 .. 6 2' g`._,A (SB 2-208)A-A 28'3 7/8" 51,2 (UPPER LEVEL): 58 2-208 W/1x44 A992-50 (28) IDeformed 8 4 8 18"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength 111 RISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 28'3 7/8" 28 1 1'0" Static Summary W 21x44(28) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.564 Pass Classification 12 Compact - - - Pass Vertical Shear 13 55.5 217.4 kip 0.255 Pass Flexure 12 394.9 569.6 kip ft 0.693 Pass Connector Resistance 12 10 28 - Warning Deflection Self weight 12 0.041 - in - - Deflection Slab 12 0.427 1.416 in 0.302 Pass Deflection Dead 12 0.070 0.944 in 0.074 Pass Deflection Live 12 0.530 0.944 in 0.561 Pass Deflection Post Composite 12 0.600 0.944 in 0.636 Pass Deflection Total 12 1.068 1.416 in 0.754 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass IIITekla Structural Designer,version: 18 0.5,4 PC2-31 Pt0;2LB -iob Ref- • ...Tl6t;C2D HIGHSCHOOL 2015135 n.n,,,tru.: Sk.i•Tne S uctural t ,`o ner T!C"FU HIGH SCHOOL t „<2/2 (ax bt'___ I.Date Catena Consulting Engineers - '!Y 9/23,12018 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 24.0 217.4 kip 0.111 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 177.5 357.7 kip ft 0.496 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Total 1 0.799 1.416 in 0.564 Pass • Tekia Structural Designer,version: 18.0.5A, • PC2-32 Item 1 .9 SF r..,ct SCHOOL h b Ref. 1'IGt`RD HIGH SCHOOL air Teida S u__ur= S eEe nu. T CARD HIGH SCHOOL Page 68/70 Structural Designer i (.3€C by UatE> Catena Consulting Engineers 13 9/20/2038 N3 N4 32'8" rA 24'8" 8'2" 8.2" 8'2" 8'2" 2. H'6 L. A (SB 2-32)A-A 32'8" g,,,2(UPPER LEVEL): 5 2-32 W 21x44 A992-50_441(Deformed#4 @ 1' Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 32'8" 46 1 8 33/64" • Static Summary W 21x44(46(46))C=0.875 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.671 Pass Classification 12 Compact - - - Pass Vertical Shear 13 42.7 217.4 kip 0.197 Pass Flexure 12 462.2 708.1 kip ft 0.653 Pass Connector Resistance 12 23 46(46) - Pass Deflection Slab 12 0.245 1.633 in 0.150 Pass Deflection Dead 12 0.129 1.089 in 0.119 Pass Deflection Live 12 0.418 1.089 in 0.384 Pass Deflection Post Composite 12 0.547 1.089 in 0.503 Pass Deflection Total 12 0.792 1.633 in 0.485 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 22.3 217.4 kip 0.103 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 240.0 357.7 kip ft 0.671 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Total 1 0.555 1.633 in 0.340 Pass • Tekla Structural Designer,version: 18.0.2.5 PC2-33 Item 1 .10 ,Project Job Ref TIGPPD HIGH SCHOOL 2016135 III ,,..u.hA.a.... .......... SLS:22 no. TIGARD HIGH SCHOOL Page 69/70 Structural * 'goner ..a6.6 .... ..Date Catera Consulting Engineers 1Y - 9/20/2018 SB 2-31 N2 N3 32'l 8' f'A 24'8' 10'4 5/8' 10'10 11/16' 11'4 3/4' MI6 1/2° A (58 2-31)A-A 32'8' 51.a(UPPER LEVEL); 5A 2-31 W 21644 A992-50 14E1 Deformed g 4 @ 1' J Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 32'8" 46 1 8 33/64" III Static Summary W 21x44(46(46))C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.607 Pass Classification 12 Compact - - - Pass Vertical Shear 12 38.9 217.4 kip 0.179 Pass Flexure 13 418.9 653.6 kip ft 0.641 Pass Connector Resistance 12 16 46(46) - Pass Deflection Slab 12 0.318 1.633 in 0.194 Pass Deflection Dead 12 0.136 1.089 in 0.125 Pass Deflection Live 12 0.444 1.089 in 0.408 Pass Deflection PustComposite 12 0.579 1.089 in 0.532 Pass Deflection Total 12 0.897 1.633 in 0.549 Pass Construction Stage W 21x44(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 20.3 217.4 kip 0.094 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 217.1 357.7 kip ft 0.607 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Tekia Structural Designer,version:18,0.2,5 • PC2-34 Item 1 .11 1110 ,Prodt-ct iii,Ref €EGfiI�D HIGH SCHOOL 2016135fir Tei 4...,Puff:._. s.::et^.G. TIGARD HIGH SCHOOL Page 1/. Structural Designer!ta.c_by Date Catena Consulting Engineers I iv 9121J201S Steel Beam Design Beams Non-Composite Rolled SB 2-566 Static Summary HSS 12x4x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.2 160.9 kip 0.001 Pass Flexure Major 14 0.3 108.0 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.400 in 0.002 Pass SB 2-360 Static • Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 64.3 kip 0.038 Pass Flexure Major 14 9.8 65.2 kip ft 0.151 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.009 - in - - Deflection Dead 12 0.056 0.544 in 0.103 Pass Deflection Total 14 0.134 0.817 in 0.164 Pass SB 2-359 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.4 64.3 kip 0.038 Pass Flexure Major 14 9.8 65.2 kip ft 0.151 Pass Torsion No Significant Forces Not required Deflection Self weight 1 0.009 - in - - Deflection Dead 12 0.056 0.544 in 0.103 Pass Deflection Total 14 0.134 0.817 in 0.164 Pass SB 2-191-2 Static Summary HSS 12x4x5/16 • Tekla Structural Designer,version:18.0,5.4 PC2-35 •T!G=.RD HIGH SCHOOL 2016135 t1EC TSIARD HIGH SCHOOL Page 212 Structural Desig .a c.by Date > Catena Consulting Engineers l 912.112014 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.5 160.9 kip 0.028 Pass Flexure Major 14 8.2 108.0 kip ft 0.075 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.007 0.327 in 0.020 Pass Deflection Total 14 0.019 0.491 in 0.039 Pass SB 2-129 Static Summary HSS 12x4x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.6 160.9 kip 0.054 Pass Flexure Major 14 15.7 108.0 kip ft 0.145 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.006 - in - - Deflection Dead 12 0.013 0.327 in 0.041 Pass III Deflection Total 14 0.036 0.491 in 0.073 Pass SB 2-29 Static Summary H55 18x6x5/16 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 16.8 247.6 kip 0.068 Pass Flexure Major 13 125.9 252.2 kip ft 0.499 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.056 __ _ in Deflection Slab 12 0.316 1.383 in 0.228 Pass Deflection Dead 12 0.092 0.922 in 0.099 Pass Deflection Live 12 0.349 0.922 in 0.379 Pass Deflection Total 12 0.813 1.383 in 0.588 Pass Tekla Structural Designer,version: 18,0.5.4 IIII PC2-36 Item 1 .13 Preyett ;job R.tf. ..._._ 9701;€2U HIGH SCHOOL 2096135 • ily� � �a. ...... ........ .......... . ......... ............ .... ........ ......... .......__ Structwe Sttu u l Designer C TIG,r PD HIGH SCHOO€. Page 7/16 i Cam,.by 'Date Catena Consulting Engineers ii 9/20/2018 Steel Beam Design Beams Non-Composite Rolled SB 2-546 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.8 106.0 kip 0.045 Pass Flexure Major 14 31.2 165.7 kip ft 0.188 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.031 0.458 in 0.067 Pass Deflection Total 14 0.076 0.688 in 0.111 Pass SB 2-545 5 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.2 106.0 kip 0.002 Pass Flexure Major 14 0.7 87.6 kip ft 0.008 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Total 14 0.002 0.654 in 0.003 Pass SB 2-537 Static Summary HSS 12x12x3/8 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 0.6 189.9 kip 0.003 Pass Flexure Major 1 2.8 223.3 kip ft 0.013 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.015 - in - - Deflection Total 1 0.015 0.933 in 0.016 Pass SB 2-536 Static Summary HSS 12x12x3/8 • Tekla Structural Designer,version. 18,0.2,5 PC2-37 PI eject =lob Ref TlisARD HIGH SCHOOL 2016135 ar ekistructure 1!Sheet no 0 , $ Designerctural TIGARD HIGH SCHOOL. Page 2/16 StrOR,6v !Date Catena Consulting Engine1Y 9/20/20189/20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 0.6 189.9 kip 0.003 Pass Flexure Major 1 2.8 223.3 kip ft 0.013 paSS Torsion No Significant Forces - - Not required Deflection Self weight 1 0.015 - in - - Deflection Total 1 0.015 0.933 in 0.016 Pass SB 2-535 Static Summary HSS 12x12x3/8 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 1 0.6 189.9 kip 0.003 Pass Flexure Major 1 2.8 223.3 kip ft 0.013 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.015 - in - - Deflection Total 1 0.015 0.933 in 0.016 Pass SB 2-464 III Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.1 56.3 kip 0.055 Pass Flexure Major 14 9.9 46.9 kip ft 0.211 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.058 0.422 in 0.137 Pass Deflection Total 14 0.134.______ 0 643 in 0.211 Pass SB 2-463 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.7 106.0 kip 0.054 Pass Flexure Major 14 31.8 165.7 kip ft 0.192 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.024 - in - - Deflection Dead 12 0.094 0.733 in 0.128 Pass Deflection Total 14 0.233 1.100 in 0.212 Pass Tekla Structural Designer,version: 18,0.2.5 III PC2-38 • !Fi Cjf'GS 1>6 Rei. ar Teh, ,��wYt ...........'6016 0 HIGH SCHOOL ............. 2016335 c . .......... ........... ........- ..... ............. ......... T3G"R> EGH SCHOOL Page 3/16 Designer ..ay.6y._ ....__-Date ....... ......_ ......... ......._ ........ ....... _....... Catena Consulting Engineers JY 9/20/2018 SB 2-462 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 2.9 40.2 kip 0.071 Pass Flexure Major 14 8.3 32.9 kip ft 0.254 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.073 0.389 in 0.187 Pass Deflection Total 14 0.167 0.583 in 0.286 Pass SB 2-458 Static Summary W 10x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass • Shear Major 14 6.1 73.4 kip 0.083 Pass Flexure Major 14 19.3 97.5 kip ft 0.198 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.053 0.422 in 0.124 Pass Deflection Total 14 0.121 0.633 in 0.191 Pass SB 2-457 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.6 159.3 kip 0.023 Pass Flexure Major 14 44.6 214.2 kip ft 0.208 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.035 - in - - Deflection Dead 12 0.090 0.894 in 0.101 Pass Deflection Total 14 0.237 1.342 in 0.176 Pass SB 2-456 Static Summary W 18x50 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.9 191.7 kip 0.026 Pass • Tekla Structural Designer,version: 18.0.2.5 PC2-39 i Project lob Ret_ • TIGARD HIGH SCHOOL 2(316135 AwlekIaI Structure, Sheet m, ......-- T€GARD HIGH SCHOOL Page 4/16 Structural Designer i cab,by Cate Catena CansuIt€ng Engineers JY • 9f2t3`2L�18 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 43.0 336.4 kip ft 0.128 pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.032 - in - - Deflection Dead 12 0.070 0.911 in 0.077 Pass Deflection Total 14 0.189 1.367 in 0.138 Pass SB 2-455 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 5.1 56.3 kip 0.090 Pass Flexure Major 14 16.0 46.9 kip ft 0.341 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.095 0.422 in 0.225 Pass Deflection Total 14 0.216 0.633 in 0.341 Pass SB 2-451 • Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.6 56.3 kip 0.064 Pass Flexure Major 14 11.3 46.9 kip ft 0.242 pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.067 0.422 in 0.158 pass Deflection Total 14 0.153 0.633 in 0.242 Pass SB 2-450 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.9 217.4 kip 0.059 pass Flexure Major 14 -109.7 236.5 kip ft 0.464 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.080 - in - - Deflection Dead 12 0.221 0.778 in 0.284 Pass Deflection Total 14 0.571 1.167 in 0.490 Pass SB 2-400 • Telda Structural Designer,version:18,0,2,5 PC2-40 • • 6'iG,r`Ci SCHOOL Job Ref. (3hC3D HIGH .It,i U.P3,,':'xt, Structural Designer t, tiHIGHSCHOOL Page 5/16 Cab by Dail Catena Consulting Engineers iY 9/20/2058 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 1.7 106.0 kip 0.016 Pass Flexure Major 14 10.6 165.7 kip ft 0.064 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.010 0.458 in 0.022 Pass Deflection Total 14 0.026 0.688 in 0.038 Pass SB 2-399 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.2 106.0 kip 0.040 Pass Flexure Major 14 37.3 119.7 kip ft 0.311 Pass 4110 Torsion No Significant Forces Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.171 0.911 in 0.187 Pass Deflection Total 14 0.427 1.367 in 0.312 Pass SB 2-398 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.2 106.0 kip 0.040 Pass Flexure Major 14 37.3 119.7 kip ft 0.312 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.171 0.912 in 0.188 Pass Deflection Total 14 0.428 1.367 in 0.313 Pass SB 2-384 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.6 106.0 kip 0.044 Pass Flexure Major 14 30.3 165.7 kip ft 0.183 Pass IIITekia Structural Designer,version: 18.0.2,5 PC2-41 Project =lob i=.ef. • 73Gft3;Q HIGHSCHOOL 2016335 areklStructure S ,L'.0 Structural��i ; TIGARD HIGH SCHOOL ?age 6/16 Ca_.6;, Date ---- ........ iv l 9/23/2018 Catena Consulting Engineers i Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.030 0.458 in 0.065 Pass Deflection Total 14 0.074 0.688 in 0.108 Pass SB 2-383 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.7 159.3 kip 0.073 Pass Flexure Major 14 105.0 191.1 kip ft 0.549 Pass Torsion No Significant' Forces - - Not required Deflection Self weight 1 0.060 - in - - Deflection Dead 12 0.292 0.911 in 0.320 Pass Deflection Total 14 0.711 1.367 in 0.520 Pass SB 2-382 Static • Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.8 159.3 kip 0.074 Pass Flexure Major 14 106.1 191.2 kip ft 0.555 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.060 - in - - Deflection Dead 12 0.300 0.911 in 0.330 Pass Deflection Total 14 0.719 1.367 in 0.526 Pass SB 2-288 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.6 84.2 kip 0.055 Pass Flexure Major 14 14.7 139.5 kip ft 0.105 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.023 0.422 in 0.055 Pass Deflection Total 14 0.055 0.633 in 0.087 Pass SB 2-269 Static Tekla Structural Designer,version. .8.0.2.5 • PC2-42 0 ;Prott,tch Ref. 1lG1;t3D HIGH SCHOOL 201G135 >.eei cu. Structural Diner r€c,^> e HIGH SCHOOL Page 7/16 a`s6.by..... Date ........ _..... ...._..... Catena Consulting Engineers JY 9/20/2018 Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.1 84.2 kip 0.037 Pass Flexure Major 14 9.8 139.5 kip ft 0.070 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.015 0.422 in 0.036 Pass Deflection Total 14 0.037 0.633 in 0.058 Pass SB 2-266 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure Major 14 11.0 32.9 kip ft 0.335 Pass Torsion No Significant Forces - - Not required III Deflection Self weight 1 0.005 - in - Deflection Dead 12 0.096 0.389 in 0.248 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass SB 2-264 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - Pass Shear Major 14 7.8 106.0 kip 0.074 Pass Flexure Major 14 42.8 165.7 kip ft 0.258 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.145 0.733 in 0.198 Pass Deflection Total 14 0.314 1.100 in 0.285 Pass SB 2-235 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required ii• Tekla Structural Designer,version: 18:0.2.5 PC2-43 ?zec,ct ;Di"nef. i'IGAIaD HIGH SCHOOL 2026135 4110 Jr Tek a TIGARD HIGH SCHOOL. Page 8,116 Structural Designer!cab,by itP Catena Consulting Engineers 1 15` 9j2612018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-233 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-232 Static Summary W 10x12 • Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-207 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-204 Static Summary W 8x10 Tekla Structural Designer,version:18,0.2.5 III PC2-44 • Noiect SCHOOL T GnRD Ion Ret + ?? ?cc L 2016135 ar TkIa ural Designer TIGARD HIGH SCHOOL Page 9/16 to ic.by Date Catena Consulting Engineers 19 9(20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure Major 14 11.0 32.9 kip ft 0.334 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.096 0.389 in 0.248 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass SB 2-203 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure Major 14 11.0 32.9 kip ft 0.334 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - • - Deflection Dead 12 0.096 0.389 in 0.248 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass SB 2-201 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-197 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - IDelda Structural Designer,version:18.0.2.5 PC2-45 Prota ct kir;ttef. "t#GI;RD HIGH SCHOOL 2015135 4110 .tuciwz Sheet ceP ac. S C UP I ne TIGRPD HIGH SCHOOL Page30/16 Calcby Date j Catena ConsulDr5 Engineers .3Y 9/20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-178 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-176 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.2 159.3 kip 0.032 Pass Flexure Major 14 45.1 223.9 kip ft 0.201 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.039 - in - - Deflection Dead 12 0.099 0.894 in 0.111 Pass Deflection Total 14 0.260 1.342 in 0.194 Pass SB 2-174 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-172 Static Summary W 8x10 Tela Structural Designer,version: 1,M.2.5 • PC2-46 • 'Project SCHOOL ;Jeb Ret HIGH ar Tekla ; TSGr,FD HIGH SCHOOL Sheet no parge 11116 Structural l ner Calc.by..... I.Date ......... _..._ __.... .....__ .....__. Catena Consulting Engineers .15' 9/20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure Major 14 11.0 32.9 kip ft 0.334 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.096 0.389 in 0.248 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass SB 2-164 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.3 159.3 kip 0.077 Pass Flexure Major 14 110.6 191.5 kip ft 0.577 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.062 - in - - • Deflection Dead 12 0.318 0.911 in 0.349 Pass Deflection Total 14 0.749 1.367 in 0.548 Pass SB 2-163 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.0 159.3 kip 0.075 Pass Flexure Major 14 108.0 191.1 kip ft 0.566 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.062 - in - - Deflection Dead 12 0.301 0.911 in 0.330 Pass Deflection Total 14 0.731 1.367 in 0.535 Pass SB 2-162 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.3 106.0 kip 0.069 Pass Flexure Major 14 40.3 165.7 kip ft 0.243 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - • Tekla Structural Designer,version: 18,0.2.5 PC2-47 K•oet Job fief. 1'iCaFtR#?HIGH SCHOOL ......2016135 41) Alw T e kla ..._... ..__..... ._. ........_. _..._.. -Structure, no ........._. Shoot nc,. Structural igne TIGARD NIGH SCHOOL Page 7116 .Cain aq DJ1to Catena Consulting Engineers .!Y 9/20/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.124 0.733 in 0.170 Pass Deflection Total 14 0.293 1.100 in 0.267 Pass SB 2-161 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.6 217.4 kip 0.076 Pass Flexure Major 14 -144.8 236.5 kip ft 0.612 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.103 - in - - Deflection Dead 12 0.197 0.778 in 0.253 Pass Deflection Total 14 0.676 1.167 in 0.579 Pass SB 2-160 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status III Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.4 217.4 kip 0.076 Pass Flexure Major 14 -144.7 224.3 kip ft 0.645 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.103 - in - - Deflection Dead 12 0.307 0.778 in 0.394 Pass Deflection Total 14 0.786 1.167 in 0.674 Pass SB 2-159 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.3 106.0 kip 0.069 Pass Flexure Major 14 40.3 165.7 kip ft 0.243 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.124 0.733 in 0.170 Pass Deflection Total 14 0.293 1.100 in 0.267 Pass SB 2-158 Static Summary W 18x35 Tekla Structural Designer,version: 18.0.2.5 • PC2-48 • fro ett `;of;Ref. 1'IGf�Rr?HIGH SCHOOL .......20!6135 i Structure t Str L Cif HOARD HIGH SCHOOL Rage 13/16 o&c,by Date Catena Consulting Engineers iv o/20/tots Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.4 191.2 kip ft 0.216 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.037 - in - - Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 Pass SB 2-154 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.4 191.2 kip ft 0.216 Pass Torsion No Significant Forces - - Not required IIIDeflection Self weight 1 0.037 - in - - Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 Pass SB 2-120 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units, U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.278 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.176 0.633 in 0.277 Pass SB 2-110 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.4 191.2 kip ft 0.216 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.037 - in - - • Tekla Structural Designer,version. 12.0.2.5 PC2-49 i PreCt sob Re`. • TIGARD HIGH SCHOOL 2016135 S,u..fur.,._ Sheet nc;. Structural TIGARD HIGH SCHOOL Page 14/16 Catena Consulting,Engineers JY 9/2012013 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 Pass SB 2-109 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required 1 Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-108 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status III Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.6 159.3 kip 0.023 Pass Flexure Major 14 44.6 214.2 kip ft 0.208 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.035 - in - - Deflection Dead 12 0.090 0.894 in 0.101 Pass Deflection Total 14 0.237 1.342 in 0.176 Pass SB 2-107 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.4 191.2 kip ft 0.216 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.037 - in - - Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 Pass SB 2-106 Static Summary W 18x35 Tekia Structural Designer,version. 18.0,2.5 • PC2-50 N• EPrc; T#GA2D HIGH SCHOOL 3 ...F.?et. _......2018135 ar Tek ;: ,i uc,urt _ .... s„,,,,e.nc. 710090 HIGH SCHOOL Page 15/16 Structural Designer C .by •Chace ............ ............ .......... _...... _.............. Catena Consulting Eng;neera 1Y 90012018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.4 191.2 kip ft 0.216 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.037 - in - - Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 pa45 SB 2-104 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - • Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-28 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-27 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.3 106.0 kip 0.069 Pass Flexure Major 14 40.3 165.7 kip ft 0.243 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - IIITela Structural Designer,version: 18.0.2.5 PC2-51 1 Project j job Pvt. • TIG RD NIGH SCHOOL 2015135 Ar Tek14' i Sheet no. t fDesigner TIGARD NIGH SCHOOL Page 15,'15 Sttalc Lv -Date 01 1 9/20/2018 Catena Consulting Engineers i i Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.124 0.733 in 0.170 Pass Deflection Total 14 0.293 1.100 in 0.267 Pass SB 2-23 Static Summary W 10x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.2 80.3 kip 0.039 Pass Flexure Major 14 10.0 117.4 kip ft 0.085 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.022 0.422 in 0.051 Pass Deflection Total 14 0.052 0.633 in 0.082 Pass • Takla Structural Designer,v=ersion: 18,0,15 • PC2-52 Item 1 .14 • i s ra;xi 1 lob Ref. Titafi(; MGH SCHOOL 2016135 ar � TekI Sheet;?L ...- -- ._ ..... _ ....._ Ctura'Designer, TEfa.ARD HIGH SCHOOL page 1i7 7. Cas,by Date -...__ ___..... Catena Cons/thing Ertuineer< !Y 9/2012018 Steel Beam Design Beams Non-Composite Rolled SB 2-563 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.7 106.0 kip 0.073 Pass Flexure Major 14 45.6 165.7 kip ft 0.275 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.020 - in - - Deflection Dead 12 0.212 0.733 in 0.289 Pass Deflection Total 14 0.347 1.100 in 0.315 Pass SB 2-397 • Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.2 106.0 kip 0.040 Pass Flexure Major 14 37.3 119.7 kip ft 0.311 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.171 0.911 in 0.187 Pass Deflection Total 14 0.427 1.367 in 0.312 Pass SB 2-396 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.3 159.3 kip 0.021 Pass Flexure Major 14 14.1 249.4 kip ft 0.057 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.008 0.456 in 0.018 Pass Deflection Total 14 0.023 0.683 in 0.033 Pass SB 2-390 Static • Tekla Structural Designer,version: 18.0.2.5 PC2-53 Prat-at lob ReE.SCHOOL • _ 'h,�t3 HIGH AlwT k __..... ..... ..__ et ...... ......_ ................... tStructural r; TIGARD HIGH SCHOOL Page 2/11 .a.c.try Date Catena Consulting Engineers JY 900/2018 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.0 106.0 kip 0.047 Pass Flexure Major 14 45.4 123.3 kip ft 0.368 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.264 0.911 in 0.290 Pass Deflection Total 14 0.521 1.366 in 0.381 Pass SB 2-386 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.3 159.3 kip 0.090 Pass Flexure Major 14 131.6 197.2 kip ft 0.667 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.061 - in - - Deflection Dead 12 0.472 0.911 in 0.519 Pass Deflection Total 14 0.892 1.367 in 0.653 Pass SB 2-385 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.5 159.3 kip 0.091 Pass Flexure Major 14 131.1 191.0 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.060 - in - - Deflection Dead 12 0.499 0.911 in 0.547 Pass Deflection Total 14 0.917 1.367 in 0.671 Pass SB 2-270 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.2 106.0 kip 0.124 Pass Flexure Major 14 70.3 165.7 kip ft 0.424 Pass Torsion No Significant Forces - - Not required Tekla Structural Designer,version: 18.0.2.5 • PC2-54 410Pmject SCair ;oto Ret. '€'iC�'�,2D HIGH SCHOOL 16135 Tek . .... _............ :" _........ ......... __. .......... ......... _.__ Structural Designer TIGARD NIGH SCHOOL Page 3117. s.a:,:.�y ... ....... _.... ......... .......... _.___ ............. Date Catena Consulting t'nR,neers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.368 0.733 in 0.502 Pass Deflection Total 14 0.537 1.100 in 0.488 Pass SB 2-263 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.7 40.2 kip 0.116 Pass Flexure Major 14 13.4 32.9 kip ft 0.407 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.150 0.389 in 0.385 Pass Deflection Total 14 0.272 0.583 in 0.465 Pass SB 2-253 Static • Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-252 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 5.9 40.2 kip 0.147 Pass Flexure Major 14 17.2 32.9 kip ft 0.523 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.230 0.389 in 0.591 Pass Deflection Total 14 0.353 0.583 in 0.605 Pass SB 2-249 Static Summary W 10x12 IIIIITakla Structural Designer,version: 8,0.2.5 PC2-55 Picea !iota Ret. "CIGt`RQ HIGH SCHOOL I 2019135 • ,tr.,,,,, Sr,.,t no Structural Designer T3G4 C HIGHSCHOOL Page 4/11 Ca c,by.._.,. Cate _.._ ..... Catena Consulting,,Engineers JY slzCl2oa Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-234 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.3 56.3 kip 0.076 Pass Flexure Major 14 13.5 46.9 kip ft 0.288 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.080 0.422 in 0.189 Pass • Deflection Total 14 0.182 0.633 in 0.288 Pass SB 2-233 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 — in Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-230 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Tekla Structural Designer,version: 18.0.2.5 • PC2-56 • !Pro as;t TiG 'Job Ref. f�RD HIGH SCHOOL2016135 ANY Tekla' TIG ARD HIGH SCHOOL Page Srr27 Structural Designer Catena Cor , ing Engineers 'Iv 99/20/2018, Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-200 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-199 Static Summary W 16x26 • Design Condition # Design Value Design Capacity Units U.R. Status Not Axial Classification Unknown required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.2 106.0 kip 0.124 Pass Flexure Major 14 70.4 165.7 kip ft 0.425 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.369 0.733 in 0.503 Pass Deflection Total 14 0.538 1.100 in 0.489 Pass SB 2-198 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 1.8 84.2 kip 0.021 Pass Flexure Major 14 11.3 139.5 kip ft 0.081 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.016 0.456 in 0.035 Pass Deflection Total 14 0.041 0.683 in 0.060 Pass SB 2-196 Static Summary W 10x12 • Tekla Structural Designer,version: 18.0.2.5 PC2-57 Frccrt z Job F?e`. 2 SCHOOL41, ....7'IGAYiD HIGHHI2016135 Structure Sheet no. TIGARD HIGH SCHOOL Page 6/11 Structural Designer 1 Cat;.by •Darr Catena Consulting Pi018 Engineers 2Dj2Consulting Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.1 56.3 kip 0.055 Pass Flexure Major 14 9.8 46.9 kip ft 0.210 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Slab 12 0.000 0.633 in 0.000 Pass Deflection Dead 12 0.058 0.422 in 0.136 Pass Deflection Live 12 0.000 0.422 in 0.000 Pass Deflection Total 14 0.133 0.633 in 0.210 Pass SB 2-195 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 15.9 217.4 kip 0.073 Pass Flexure Major 14 -131.8 236.5 kip ft 0.557 Pass 111 Torsion No Significant Forces - - Not required Deflection Self weight 1 0.101 - in - - Deflection Slab 12 0.000 0.583 in 0.000 Pass Deflection Dead 12 0.334 0.778 in 0.430 Pass Deflection Live 12 0.000 0.778 in 0.000 Pass Deflection Total 14 0.708 1.167 in 0.607 Pass SB 2-193 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compaet Pass Shear Major 14 4.7 159.3 kip 0.029 Pass Flexure Major 14 41.6 193.5 kip ft 0.215 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.037 - in - - Deflection Dead 12 0.110 0.911 in 0.121 Pass Deflection Total 14 0.282 1.367 in 0.206 Pass SB 2-182 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Tekla Structural Designer,version. 1. .0.2.5 Ill PC2-58 S Protect Job Ret. J]GARQ HIGH SCHOOL 2016135 arTelda ........... ............. ......_ _.... ......... .......... ____. ......... .... ,, Structure J Shat 00it . 5 tsC r # f l TIGARD HIGH SCHOOL Page 7/11 iai;:,by !Date .tY i 912.012018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 14 4.1 56.3 kip 0.072 Pass Flexure Major 14 12.9 46.9 kip ft 0.275 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.076 0.422 in 0.180 Pass Deflection Total 14 0.174 0.633 in 0.274 Pass SB 2-181 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 ' Pass Flexure Major 14 13.0 46.9 kip ft 0.278 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.176 0.633 in 0.277 Pass • SB 2-179 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.277 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.175 0.633 in 0.277 Pass SB 2-166 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.8 159.3 kip 0.043 Pass Flexure Major 14 32.7 249.4 kip ft 0.131 pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.027 0.456 in 0.060 Pass Deflection Total 14 0.052 0.683 in 0.076 Pass IIITekla Structural Designer,version: 18.07.2,5 PC2-59 Project I lob Re_ .__.T3uAP,D HIGH SCHOOL 203673541) Alw Terjj��lda ............. .............. ... ........ ............... ................ ......._... .._ .... ............... lee SLR,H nu. Structural signer• T3GARD NICb{SCHOOL Ot. Page 8;73. talc. Dai;:' Catena Consulting Engineers SC - 9/2012018 SB 2-165 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 12.0 159.3 kip 0.076 Pass Flexure Major 14 109.2 193.6 kip ft 0.564 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.062 - in - - Deflection Dead 12 0.304 0.911 in 0.334 Pass Deflection Total 14 0.736 1.367 in 0.538 Pass SB 2-161 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.6 217.4 kip 0.076 Pass III Flexure Major 14 -144.8 236.5 kip ft 0.612 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.103 - in - - Deflection Dead 12 0.197 0.778 in 0.253 Pass Deflection Total 14 0.676 1.167 in 0.579 Pass SB 2-157 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 17.1 __ 217.4 kip 0.079 Pass Flexure Major 14 -152.4 236.5 kip ft 0.644 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.103 - in - - Deflection Dead 12 0.285 0.778 in 0.366 Pass Deflection Total 14 0.764 1.167 in 0.655 Pass SB 2-153 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 17.9 159.3 kip 0.112 Pass Tekia Structural Designer,version. 18,0.2,: • PC2-60 0Phstect Job Ref. ........_P!G 1f:D HIGH SCHOOL 2016135 ar Tek ; ............ 'mg .i t.tuze Sheet:?c. r„ o HIGH Page slStructural Designer Catena Consulting,Engineers 1y 9120/2018 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 161.4 191.0 kip ft 0.845 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.062 - in - - Deflection Dead 12 0.723 0.911 in 0.793 Pass Deflection Total 14 1.154 1.367 in 0.844 Pass SB 2-123 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.7 106.0 kip 0.073 Pass Flexure Major 14 40.1 165.7 kip ft 0.242 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.125 0.733 in 0.171 Pass Deflection Total 14 0.293 1.100 in 0.266 Pass • SB 2-122 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.0 106.0 kip 0.028 Pass Flexure Major 14 8.6 165.7 kip ft 0.052 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.008 0.389 in 0.020 Pass Deflection Total 14 0.019 0.583 in 0.032 Pass SB 2-120 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 4.1 56.3 kip 0.073 Pass Flexure Major 14 13.0 46.9 kip ft 0.278 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - Deflection Dead 12 0.077 0.422 in 0.182 Pass Deflection Total 14 0.176 0.633 in 0.277 Pass SB 2-119 410 i e la Structural Designer,version;18,0.2.5 PC2-61 0 TInRD DOLL SCHOOL 201.635 .,,,u,t.ir,:... Sheet nc. Structural 3. Designer TIGIARD HIGH SCHOOL. i Page 10/11. Ca.G.by i Date .... ,.. Catena Consulting Engineers 1Y9/20/2018 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.6 56.3 kip 0.065 Pass Flexure Major 14 11.5 46.9 kip ft 0.246 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.068 0.422 in 0.161 Pass Deflection Total 14 0.156 0.633 in 0.246 Pass SB 2-118 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.7 106.0 kip 0.082 Pass Flexure Major 14 41.0 165.7 kip ft 0.247 Pass IIITorsion No Significant Forces - - Not required Deflection Self weight 1 0.016 in - - Deflection Dead 12 0.132 0.733 in 0.180 Pass Deflection Total 14 0.301 1.100 in 0.273 Pass SB 2-112 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure-Major 14 11.0 —32.9— kip ft 0.334 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.096 0.389 in 0.247 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass SB 2-103 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.2 159.3 kip 0.001 Pass Flexure Major 14 0.5 206.9 kip ft 0.002 Pass lekia Structural Designer,version: 18.0.2,5 III PC2-62 • P(U2ttSC E lG ARD )9tl(iE?t. ...... HIGHHISCHOOL .........21016135 Air Tk ¢ .......... . fih..et nu Ctt 1 TiGARD HIGH SCHOOL Page.1.1/11 ..d'C.by _Date ...-. Catena ConsultingEngineers jY 9/20/1018 Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.492 in 0.001 Pass SB 2-100 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major , 14 0.2 159.3 kip 0.001 Pass Flexure Major 14 0.5 206.8 kip ft 0.002 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.492 in 0.001 Pass SB 2-25 Static Summary W 18x50 • Design Condition # Design Value Design Capacity Units U.R. Status Not Axial Classification Unknown required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.3 191.7 kip 0.028 Pass Flexure Major 14 -34.9 378.7 kip ft 0.092 Pass Torsion No Significant Forces - - Not required Deflection Dead 12 -0.004 0.422 in 0.009 Pass Deflection Total 14 -0.012 0.633 in 0.019 Pass SB 2-22 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.8 40.2 kip 0.094 Pass Flexure Major 14 11.0 32.9 kip ft 0.335 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.096 0.389 in 0.248 Pass Deflection Total 14 0.219 0.583 in 0.376 Pass • Tekla Structural Designer,version: 18,0.2.5 PC2-63 •.......TIGt;(iG HIGH SCHOOL ._._2036135 Air lie. .......... ......._.. ... ..._ ............. __ .......... ................... Tek Structure W "'-tne Structural Designer T3tiARD HIGH SCHOOL Page 1/10 ........ Cee,by ,:Date Catena Consulting Engineers 1Y 9121,/2015 Steel Beam Design Beams Non-Composite Rolled SB 2-499 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 24.8 217.4 kip 0.114 Pass Flexure Major 14 266.8 300.3 kip ft 0.889 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.078 - in - - Deflection Dead 12 0.649 0.959 in 0.677 Pass Deflection Total 14 1.075 1.438 in 0.747 Pass SB 2-498 Static III Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.3 159.3 kip 0.115 Pass Flexure Major 14 68.8 209.8 kip ft 0.328 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.030 - in - - Deflection Slab 12 0.020 1.181 in 0.017 past Deflection Dead 12 0.120 0.787 in 0.152 Pass Deflection Live 12 0.022 0.787 in 0.028 Pass Deflection Total 14 0.310 1.181 in 0.262 Pass SB 2-495 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.0 159.3 kip 0.044 Pass Flexure Major 14 49.8 249.4 kip ft 0.200 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Slab 12 0.022 1.524 in 0.014 Pass Deflection Dead 12 0.146 1.016 in 0.144 Pass Tekla Structural Designer,version. 18.0.5.4 III PC2-64 • P=C:E'C;i i Job Ref. 1'3GF�RD ilGl3 SCHOOL t{OCfL ...........2016135 1111 Tekla : Structurk, Shoe!no. Structural ig r. TIGARD HIGH SCHOOL Page 2/10 Catena Consulting Engineers .!Y 0/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Live 12 0.024 1.016 in 0.024 Pass Deflection Total 14 0.393 1.524 in 0.258 Pass SB 2-489 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.3 40.2 kip 0.083 Pass Flexure Major 14 6.8 32.9 kip ft 0.206 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.051 0.300 in 0.169 Pass Deflection Total 14 0.086 0.451 in 0.190 Pass SB 2-488 Static Summary W 12x14 • Design Condition # Design Value Design Capacity Units U.R. Status Not Axial Classification Unknown required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.9 64.3 kip 0.091 Pass Flexure Major 14 24.8 65.2 kip ft 0.380 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.016 - in - - Deflection Dead 12 0.192 0.629 in 0.306 Pass Deflection Total 14 0.444 0.944 in 0.471 Pass SB 2-487 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.8 64.3 kip 0.043 Pass Flexure Major 14 5.9 65.2 kip ft 0.091 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.011 0.299 in 0.037 Pass Deflection Total 14 0.026 0.448 in 0.057 Pass SB 2-486 Static Summary W 12x14 • Tekla Structural Designer,version:18.0.5.4 PC2-65 Pi oeCi IN F?et. • TIGARD HIGHSCHOOL 2016135 i ., ... Designer' TIGARDHIGH SCHOOL. Page 3/10 StCass,by Cate Catera Consulting Engineers15 °I21.j?fl 19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.1 64.3 kip 0.049 Pass Flexure Major 14 7.0 65.2 kip ft 0.107 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.013 0.299 in 0.044 Pass Deflection Total 14 0.030 0.448 in 0.067 Pass SB 2-485 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 1 0.2 92.6 kip ft 0.002 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.000 - in - - • Deflection Total 1 0.000 0.389 in 0.001 Pass SB 2-484 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.2 106.0 kip 0.002 Pass Flexure Major 14 0.6 165.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - D�eflectionrTotal 14 0.001 0.597 in 11.003 Pass SB 2-476 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 64.3 kip 0.058 Pass Flexure Major 14 8.3 65.2 kip ft 0.128 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.016 0.299 in 0.052 Pass Deflection Total 14 0.036 0.448 in 0.080 Pass Tekla Structural Designer,version: 8.0.5,4 1111 PC2-66 0 1 rrejest TEGIRD HIGH SCHOOL 2016235 Air Tekla Structural #� �Designer TIGA,RD HIGH SCHOOL. Page 4/10 Ca:c.by Date Catena Consulting;Engineers JR 9/21/2018 SB 2-474 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.7 106.0 kip 0.139 Pass Flexure Major 14 82.0 165.7 kip ft 0.495 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.058 - in - - Deflection Dead 12 0.415 0.871 in 0.477 Pass Deflection Total 14 0.859 1.306 in 0.658 Pass SB 2-472 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.8 159.3 kip 0.118 Pass • Flexure Major 14 117.2 219.3 kip ft 0.534 Pass Torsion No Significant Forces Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.573 0.933 in 0.614 Pass Deflection Total 14 0.876 1.400 in 0.626 Pass SB 2-445 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 1 0.2 32.9 kip ft 0.007 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Total 1 0.005 0.597 in 0.009 Pass SB 2-408 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.4 106.0 kip 0.032 Pass Flexure Major 14 32.1 114.8 kip ft 0.280 Pass • T ekla Structural Designer,version: 18.0,5,4 PC2-67 I Project I Pah)Ret, 0 YlG,tl20 HIGH SCHOOL 2026135 TrkaI uctute Sheet s. TIGARD HIGH SCHOOL Page 5/10 Structural Designer Cac_by Date Catena Consulting Engineers 1Y °12.J2t3S Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.059 - in - - Deflection Dead 12 0.158 0.967 in 0.164 Pass Deflection Total 14 0.412 1.450 in 0.284 Pass SB 2-407 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.3 106.0 kip 0.021 Pass Flexure Major 14 22.9 154.1 kip ft 0.149 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.022 - in - - Deflection Dead 12 0.059 0.778 in 0.076 Pass Deflection Total 14 0.154 1.167 in 0.132 Pass SB 2-404 Static Summary W 18x35 ilo Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.4 159.3 kip 0.053 Pass Flexure Major 14 89.8 249.4 kip ft 0.360 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.030 - in - - Deflection Dead 12 0.153 0.778 in 0.196 Pass Deflection Total 14 0.351 1.167 in 0.301 Pass SB 2-396 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.3 159.3 kip 0.021 Pass Flexure Major 14 14.1 249.4 kip ft 0.057 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.008 0.456 in 0.018 Pass Deflection Total 14 0.023 0.683 in 0.033 Pass SB 2-342 Static ekla structural Designer,version: 18,0.5.4 III PC2-68 • (r S:t"tSCHO 7# tog Rnf, ...._ C,RRC?HIGHHIGHL'tt. ?015135 ar Tek ' Structural Designer; TI RD HIGH SCHOOL Page WO Catena Consulting Engineer= 1Y 5121.,/1018 Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 22.1 159.3 kip 0.139 Pass Flexure Major 13 40.5 249.4 kip ft 0.162 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.017 0.633 in 0.027 Pass Deflection Dead 12 0.009 0.422 in 0.022 Pass Deflection Live 12 0.019 0.422 in 0.044 Pass Deflection Total 12 0.048 0.633 in 0.075 Pass SB 2-216 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.5 64.3 kip 0.008 • Pass Flexure Major 14 1.2 65.2 kip ft 0.019 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.002 0.299 in 0.007 Pass Deflection Total 14 0.005 0.448 in 0.012 Pass SB 2-213 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.8 217.4 kip 0.064 Pass Flexure Major 14 -82.1 155.1 kip ft 0.529 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.043 - in - - Deflection Dead 12 0.061 0.871 in 0.070 Pass Deflection Total 14 0.158 0.896 in 0.176 Pass SB 2-196 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 14 3.1 56.3 kip 0.055 Pass • Tekia Structural Designer,version: 18.01.5.4 PC2-69 ,Project 3,ta Ref 0 _...1'1GItRD HIGH SCHOOL 2010135 Structural D t r r TEGI R HIGH SCHOOL Page 1(10 Ca.,av Jat Catena Consulting Engineers 1Y 9/2112013 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 9.8 46.9 kip ft 0.210 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.058 0.422 in 0.136 Pass Deflection Total 14 0.133 0.633 in 0.210 Pass SB 2-194 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.7 106.0 kip 0.073 Pass Flexure Major 14 45.6 165.7 kip ft 0.275 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.020 - in - - Deflection Dead 12 0.212 0.733 in 0.289 Pass Deflection Total 14 0.347 1.100 in 0.315 Pass SB80 III Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.0 106.0 kip 0.019 Pass Flexure Major 14 15.0 165.7 kip ft 0.090 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.065 0.983 in 0.066 Pass Deflection Total 14 0.200 1.475 in 0.136 Pass S43 2 166 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.8 159.3 kip 0.043 Pass Flexure Major 14 32.7 249.4 kip ft 0.131 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.005 - in - - Deflection Dead 12 0.027 0.456 in 0.060 Pass Deflection Total 14 0.052 0.683 in 0.076 Pass SB 2-122 Tekla Structural Designer,version: 18.0.5.4 • PC2-70 Item 1 .15 • [F'r:>;ect SCHOOLi inb itef. TIGARD HIGHHI2016135 Strweb ,' 5;ru. TIGF;RD HIGH SCHOOL Page 8/1.0 Structural i t Calc,by ',Date! Catena Consutin Engineers 13 9/21./2018 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.0 106.0 kip 0.028 Pass Flexure Major 14 8.6 165.7 kip ft 0.052 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.008 0.389 in 0.020 Pass Deflection Total 14 0.019 0.583 in 0.032 Pass SB 2-21 Static Summary W 21x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 31.8 234.0 kip 0.136 Pass III Flexure Major 14 355.8 472.5 No Significant Forces kip ft 0.753 Pass Torsion Not required Deflection Self weight 1 0.227 - in - - Deflection Dead 12 -0.627 0.597 in 1.049 Fail Deflection Total 14 -1.164 0.896 in 1.299 Fail Steel Beam Design SB 2-493 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 16.4 217.4 kip 0.075 Pass Flexure Major 13 97.7 357.7 kip ft 0.273 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Slab 12 0.035 0.695 in 0.050 Pass Deflection Dead 12 0.013 0.463 in 0.029 Pass Deflection Live 12 0.039 0.463 in 0.083 Pass Deflection Total 12 0.091 0.695 in 0.131 Pass IIITekla Structural Designer,version: 18.0.5,4 PC2-71 --,-,._. '----..... . ...:. Item L16 SB 2-487 .., 8 W 120 4 AW2-60 co C4.I 7 6',431 do - co < IN 10 It .. . 0 4 C.44 0, 00 a., al C''''4 0) (3.4 '''rr' 'iP '• olr tr4 SB 2-486co c2. SB 2-488 .14: • ..:: ".V INA AZea-S0 ,¢^^. W 12x14 A992-50 ... ....... Cl .., SS 2-213-, SB 2-213-2 . SB 2-48* I .. . ., , - -, yr wrI;rm.-Cr_D re 21 r44 A0 W 21x44 992-50 2 IN . 41 a .991 ' ul -Jett .( ••-• c4r A ; .,.5. 01 rt En 0) 6 --,,, (72) co a) a) (....1 r.'<?: i „ .., Lr) 'sr < al r1 7) *-5 -r- IN cZi , ,... .ttr 0 v SB 2-- 2 --...... ; a SB 2-476 9 c"' SO 2-474 C° x ; -.,., - W 16x26 ,992 1/49 --„, - 1 50 W 18x35 ' I92-50 10 ' c4x co 'nx 9. i co 0 co co ‹," -... ; .-- -- w , a) F4 Lo g *4, e '''-, • IN co - u) - u) o - ps) 6,9 •-•.., i , c3.6,,, •--, ; 07 --4, SB 2-21 ,‘1 SB 2-21 -2 CA - 1,' t - 1 , vo 21es AS92-5') ',4 : W ISX35 AM-50 SB 2_1g6 21x55 A992-50 W 16x26 A992-50 . , ,s9;. SB 2-563 .X g., SB 2-122 z-g ,o) .- < W 16x26 A992-50 — 7,•.z SB 2-196 -4- aa x W 1 tax28 A992Z0 co V;,, W 112A2-5O co 74 COMMON LOW ROOF ; PC2-72 III Ill LAYOUT (PREY' 11) 1 S 0 0 Item 1 .1 7 & 20 - . - .. - . - . 4111 SB F 14 . SF12.11 - : 1100.3-67 21 x44 A992.`1 W 211(44 A992.50 W 21x44 A992.50 63211004o to 43 6 12xX r AIX'51 0. 27 tv) .9 in kV 73 42 to 0 .. ,..,, ' .7 '7)? re til , C, C'4r3 N ` CV A t-.. .- 1-1, -- N.. "'ZI. t , ' 0, S'"1- g 6 0 6' S'', 33, or SH P 4S-3,7 g' S.,•p.•••m(N F$fs P,,,, P.` 'IA 2 fi cz, C.,. C, < g '''' 9. S . .--. a i 7 '11 ", 4-• .1 64 61 6 4 ('lip " 1 6 to P.' ig) ',-- SB 2.0.1.7 LOW .,•1 "t ' - 2d W I 2X26 SB 2.11.0.0.3-86 HIGH cc cv £ SB IP 49-70 SB 2.11 0.0.3.69 SB 2.11.0.0.3 71 . '2 0 1 13 W I 2X26 1,z.14002g) 1..t 18x35 A992-'/ *21x44 A992 50 W 21x44 A992 50 : ,1 ..i: z.- 4. SE120.1.14 ‹, , "" ..,1 .., 1 , .6 tr, r:t3.• % -J 2 ... 2 3 Ft, .. 2 2 i ,,- 2 ... P- 1 !P"' W 1 34 1 4 062 331 vt SB 2.11.0 03-15 SB 2 11.00.3-72 , t W 21x44 A992.50 W 6 2104 A992-50 N,2s14.2.432 33 o ot 49 • 2 g 0 $ C.4 4.„... g . c, ql $ . ,,,, . $ . ,,, c 4., NJ. N. . $ . . . $ c44 SB20.1-16 +223 or ttx .7 -43 g'.1 < 6 .4. 6 '0 a 4 < g < . •c,i q < a < 64 12614 A'232 50 3. to 7. to 6 o3 'A ;2 Pto a3 t - to .- to r- ,- to rtto I . SB 2.0.1-21 LOW — " ? 074 co > CO 40 LC CD tfl (11 to o ,ci, (i) W18X35 SB 2.11.1.0.2-1 f. -- . , SB 2.11.0.0.3-85 HIGH W18X35 S 21110,2-74 2 SB 211.0039 $13 2 1100;4-73 isxxxxxxxsxml:, / / " ' SP leaf )ix4 ',46,,,c W 21x44.'•,-50 UV 21x44 A992-50 W 21x44 A992-50 0 ... .. . . . . . . - SB 2.11.1.0.2-74-1 SB 2.11.1.0.2-74-2 .10 SOUTH ROOF LAYOUT-1 PC2-73 (PREVIOUS G274) Item 1 .18 p,,,,,,,, lob Rot 0 I IGARD HIGH SCHOOL. 2016135 1 411,Tekla Stty,tere Merl no Structural esigner TIGARD HIGH SCHOOL Page 3/3 D ' C4c by Date JR 9/210018 Catena Consulting Engineers i SB 2.11.1.0.0.1-4 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - Not required Flexural Classification 1 Compact - - Pass Shear Major 14 19.0 140.7 kip 0.135 Pass Flexure Major 14 126.8 240.0 kip ft 0.528 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.036 in - - Deflection Dead 12 0.607 0.805 in 0.755 Pass Deflection Total 14 0.797 1.207 in 0.660 Pass 0 Tekla Structural Designer,version: 18,0.5.4 0 PC2-74 Item 1 .19 • Pro eert SCHOOL 7tuRI job t:,,;. T2`3I�#G)3 20336135 .., acture Sheet no TifRHIGH SCHOOL a < t/5 Structural Designer Catena Consulting Engineers JR - 9/21./2018 Steel Beam Design Beams Non-Composite Rolled SB 2.0.1-16 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.1 64.3 kip 0.032 Pass Flexure Major 14 7.0 65.2 kip ft 0.107 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.028 0.453 in 0.061 Pass Deflection Total 14 0.066 0.679 in 0.098 Pass SB 2.0.1-15 ID Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 64.3 kip 0.062 Pass Flexure Major 14 13.5 65.2 kip ft 0.208 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.056 0.453 in 0.123 Pass Deflection Total 14 0.128 0.679 in 0.189 Pass SB 2.0.1-14 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.9 64.3 kip 0.060 Pass Flexure Major 14 13.1 65.2 kip ft 0.201 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.054 0.453 in 0.119 Pass Deflection Total 14 0.124 0.679 in 0.183 SB 2.0.1-13 Pass Static • Tekia Structural Designer,version: 18.0.2,5 PC2-75 Pz.Orai 34)t f?et. ilC66RC1 HIGH SCi4O01. 2€716135 0 ,Strodano Sheet no. Structural Designer DCrRC HIGH SCHOOL yl _>2/5 Cal,:by Date 1Y 9/21/2018 Catena Consulting Engineers Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 1.9 64.3 kip 0.030 Pass Flexure Major 14 6.6 65.2 kip ft 0.101 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.026 0.453 in 0.058 Pass Deflection Total 14 0.063 0.679 in 0.092 Pass SB 2.11.0.0.3-73 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.9 217.4 kip 0.055 Pass Flexure Major 14 127.4 357.7 kip ft 0.356 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.080 - in - - Deflection Dead 12 0.299 1.089 in 0.274 Pass Deflection Total 14 0.745 1.633 in 0.456 Pass SB 2.11.0.0.3-72 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.4 217.4 kip 0.075 Pass Flexure Major 14 175.7 357.7 kip ft 0.491 Pass •Torsion No Significant Forces - --- Not required - _ ; Deflection Self weight 1 0.086 - in - - Deflection Dead 12 0.421 1.089 in 0.387 Pass Deflection Total 14 1.025 1.633 in 0.627 Pass SB 2.11.0.0.3-71 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.9 217.4 kip 0.069 Pass Flexure Major 14 159.7 357.7 kip ft 0.446 Pass Torsion No Significant Forces - - Not required Tela Structural Designer,version: 18,0.2,5 • PC2-76 • Proect SCHOOL lob Ref. 1'lGAT,D HIGH SCHOOL ''Tekla TIGARD HIGH SCHOOL Page 3(5 Structural Designer, :;a:s.by 'Dat., Catena Consulting Engineers JY 9/2/12018 - Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.085 - in - - Deflection Slab 12 0.000 1.633 in 0.000 Pass Deflection Dead 12 0.380 1.089 in 0.349 Pass Deflection Live 12 0.000 1.089 in 0.000 Pass Deflection Total 14 0.932 1.633 in 0.571 Pass SB 2.11.0.0.3-69 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.8 217.4 kip 0.068 Pass Flexure Major 14 159.2 357.7 kip ft 0.445 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.082 - in - - Deflection Dead 12 0.380 1.089 in 0.349 Pass Deflection Total 14 0.929 1.633 in 0.568 Pass III SB 2.11.0.0.3-67 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.5 217.4 kip 0.048 Pass Flexure Major 14 111.8 357.7 kip ft 0.312 Pass • Torsion No Significant Forces - - Not required Deflection Self weight 1 0.081 - in - - Deflection Slab 12 0.000 1.633 in 0.000 Pass Deflection Dead 12 0.258 1.089 in 0.237 Pass Deflection Live 12 0.000 1.089 in 0.000 Pass Deflection Total 14 0.655 1.633 in 0.401 Pass SB 2.11.0.0.3-66 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.4 217.4 kip 0.048 Pass Flexure Major 14 110.8 357.7 kip ft 0.310 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.075 - in - - Deflection Dead 12 0.258 1.089 in 0.237 Pass IIITekla Structural Designer,version: 18.01.2.5 PC2-77 fRofee t job Ref TIGrRD HIGH SCHOOL 2026135 • Aw Taloa St G_tiarc Sheet no. ` f't i' TIGARD HIGH SCHOOL Page VS Stnictural Catena Consulting Engineers Iv 9/210018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Total 14 0.649 1.633 in 0.397 Pass SB 2.11.1.0.2-74 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.0 217.4 kip 0.051 Pass Flexure Major 14 -49.7 107.9 kip ft 0.461 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.014 - in - - Deflection Slab 12 0.000 0.471 in 0.000 Pass Deflection Dead 12 0.057 0.810 in 0.071 Pass Deflection Live 12 0.000 0.629 in 0.000 Pass Deflection Total 14 0.142 1.215 in 0.117 Pass SB 2.11.1.0.2-1 Static Summary W 16x26 • Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.0 106.0 kip 0.047 Pass Flexure Major 14 35.2 165.7 kip ft 0.213 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Slab 12 0.000 1.400 in 0.000 Pass Deflection Dead 12 0.167 0.933 in 0.179 Pass Deflection Live 12 0.000 0.933 in 0.000 Pass Deflection Total 14 0.414 1.400 in 0.296 Pass SB FRM SM-65 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 25.7 217.4 kip 0.118 Pass Flexure Major 14 245.4 357.7 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.043 - in - - Deflection Dead 12 0.574 0.810 in 0.709 Pass Deflection Total 14 0.786 1.215 in 0.647 Pass Tekia Structural Designer,version:18,0,2.5 III PC2-78 • ;Pr<riect job fte€_ 1]GAttD HK, SCHOOL 2016135 Tk,,,�; structure :‘4haet•,c:. Structural Designer r€r;3an HIGH SCHOOLPage 5/5 i.ak by Date ___. ....__ .. ........ ............._. Catena CoEngineers JY 0/21/2018 SB FRM SM-40 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 1.4 84.2 kip 0.017 Pass Flexure Major 14 3.6 139.5 kip ft 0.026 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.004 0.356 in 0.012 Pass Deflection Total 14 0.008 0.534 in 0.016 Pass SB IP 49-70 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass • Shear Major 14 19.6 159.3 kip 0.123 Pass Flexure Major 14 157.6 249.4 kip ft 0.632 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.056 - in - - Deflection Slab 12 0.000 1.215 in 0.000 Pass Deflection Dead 12 0.605 0.810 in 0.747 Pass Deflection Live 12 0.000 0.810 in 0.000 Pass Deflection Total 14 0.899 1.215 in 0.740 Pass 410 Tekla Structural Designer,version: 18.€.2.5 PC2-79 Item 1 .21 si aE...t job t?et..SCHOOL • 3"3Gf�K�HIGH? 2016135 ,Structure Sheet n, Structural Designer TiGrt D NIGH SCHOOL 1/3 Calc Is ',Dalt? Catena Consulting!ng neery JR 9/21/2018 Steel Beam Design Beams Non-Composite Rolled SB 2.11.1.0.0.1-39 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.5 140.7 kip 0.117 Pass Flexure Major 14 79.7 240.0 kip ft 0.332 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Slab 12 0.000 0.954 in 0.000 Pass Deflection Dead 12 0.232 0.636 in 0.364 Pass Deflection Live 12 0.000 0.636 in 0.000 Pass Deflection Total 14 0.319 0.954 in 0.334 • Pass SB 2.11.1.0.0.1-38 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.5 140.7 kip 0.067 Pass Flexure Major 14 53.8 240.0 kip ft 0.224 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.017 - in - - Deflection Slab 12 0.000 1.133 in 0.000 Pass Deflection Dead 12 0.119 0.75G in 0.157 Pass Deflection Live 12 0.000 0.756 in 0.000 Pass Deflection Total 14 0.281 1.133 in 0.248 Pass SB 2.11.1.1-18 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.1 94.5 kip 0.097 Pass Flexure Major 14 38.3 124.5 kip ft 0.307 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.017 - in - - Ill Tekla Structural Designer,version: 18,0.`2,5 PC2-80 4110 !Project r inn Fief. TiG ttD SCHOOLHIGH 216135 uci.are.... j..e�nu. Structural Designer rir € 1 SCHOOL a€;=2,'3 Caic.by Dale ' Catena Consulting Engineers JY 9/21.;'2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 0.000 0.954 in 0.000 Pass Deflection Dead 12 0.168 0.636 in 0.264 Pass Deflection Live 12 0.000 0.636 in 0.000 Pass Deflection Total 14 0.328 0.954 in 0.344 Pass SB 2.11.1.1-17 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 94.5 kip 0.109 Pass Flexure Major 14 50.0 124.5 kip ft 0.402 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.023 - in - - Deflection Dead 12 0.287 0.756 in 0.380 Pass Deflection Total 14 0.593 1.133 in 0.524 Pass SB 2.11.2-5 • Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 12.5 217.4 kip 0.057 Pass Flexure Major 14 114.1 276.6 kip ft 0.412 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.035 - in - - Deflection Dead 12 0.203 0.929 in 0.218 Pass Deflection Total 14 0.487 1.394 in 0:349 Pass SB FRM SJ-18 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 21.7 217.4 kip 0.100 Pass Flexure Major 14 185.1 278.8 kip ft 0.664 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.383 0.930 in 0.412 Pass Deflection Total 14 0.792 1.394 in 0.568 Pass SB FRM SJ-7 III Static Tel<la Structural Designer,version: 18,0.2.5 PC2-81 Pioe-cf s;oh Ret. • TiGARtJ HIGHSCHOOL 2016135 ekStruf i,cturc .._�. Thee:no EGA ctur ner TIRD HIGH SCHOOL Page 313 Calc.by !Date Catena Consulting EnLeers 1Y 9j21??018 Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 19.4 217.4 kip 0.089 Pass Flexure Major 14 167.1 277.3 kip ft 0.602 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.300 0.929 in 0.323 Pass Deflection Total 14 0.708 1.394 in 0.508 Pass SB FRM SM-40 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Flexure Major 14 0.2 46.9 kip ft 0.004 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - • Deflection Dead 12 0.000 0.356 in 0.000 Pass Deflection Total 14 0.002 0.534 in 0.004 Pass SB FRM SM-19 Static Summary W 21x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 32.7 234.0 kip 0.140 Pass Flexure Major 14 301.1 436.2 kip ft 0.690 Pass Torsion No Significant -Farces - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.495 0.930 in 0.533 Pass Deflection Total 14 0.937 1.394 in 0.672 Pass Tekla Structural Designer,version: 18.0.2.5 III PC2-82 0o = O to N Zco 6821111.5,1 SB 2_111.1-2 . u_ 0 co W 21x93 A992-5a O m coC\I ,- N =os 0 '--0 CI- 0 c.:1 ,0 � O m m 00 Jo_ ui att N Z Cl, m $ 24111-1a SB 2.11.1.0.0.1-18 6 to4 yy r '�� `° W 21x44 A992-50 C-0,75 N 43------ - 0 I —1 0 0 N = M v'. N. • 3sa1e1176.1 SB211,1.1-76-2 00 o =X w2 % W 21x9311992-50 m _N • _ >> >> N w 2,119.1-9 0 ¢ SB 2.11 1 0.0,E-17 W 1an4afia — W 21x44 A992-500-0.75 `�; 1 x at c� SB IP 49-5 to cv co A,1A•1%894:'_56 N b CV N' S i,RAN•,=t.. SB �Zh1 SG•74.2 0 m4. cn S' A''.21x65ax12-:a W 21x83 A992-50 n cam! m , qt«` SE12111..?-9 v-, 0 ..... .. W,,,t'4 A USI":.43 4 s fV R tv .�" SB 2,11.1.00 4 • 002_1)11.m ;� Al W 29x44'992.50 C=0.75 m X 3i',1.x14 h5:'1�;a1 CD COCk! CO ,A• t.ai'' m 58 FStd$J.Ad SS FRM SJ-5 SB FRM SJ-12 SA a2•?3:MCA?'4 W 16x36 A•' -50 W 15x36/992-50 CC�� Qp La 'V1 �ry ata ��} o sv g 0_ CO �; CO r PR N ca m > ton N N SS 2.11.1,1 49 SS 2,11 .0.0.1.62 ,® ss,cal4 .. W 16x2 A992.50 sa OR ug ct+ �;y Q 6 cg's Ct.. r X X 0 uw 'R' SS FRAC 279 s. y co SS JR4 2X5 I'S ''� O SR WM 273-942 tV W 1 ...r 0 *1,era ivlax2 VF3i SO u 422 ss F53A15&1 SB FR aeeaeneneaeeaeanaeeaen .a„=.t.. .._�_.:..'..., ' auneemseal aeNam Ego anaaepeals e W 21x44 A992-50 Item 1 .25 S Project :n0 Ref. rI GrRt HIGH SCHOOL Joh �� ,tur,.a c 1h:eta, Structural Designer. T€GARi HIGH SCHOOL P ,t 1/0 CaL_aY 'Date is 9J21/29I8 Catena Consulting Engineers Steel Beam Design Beams Non-Composite Rolled SB 2.7.1.4-19 Static Summary W 21x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.0 234.0 kip 0.047 Pass Flexure Major 14 132.1 472.5 kip ft 0.280 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.033 - in - - Deflection Slab 12 0.000 1.250 in 0.000 Pass Deflection Dead 12 0.118 0.833 in 0.142 Pass Deflection Live 12 0.000 0.833 in 0.000 Pass Deflection Total 14 0.276 1.250 in 0.221 • Pass SB 2.11.0.0.3-66 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.4 217.4 kip 0.048 Pass Flexure Major 14 110.8 357.7 kip ft 0.310 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.075 - in - - Deflection Dead 12 0.258 1.089 in 0.237 Pass Deflection Total 14 0.649 1.633 in 0.397 Pass SB 2.11.0.0.3-64 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.3 159.3 kip 0.033 Pass Flexure Major 14 29.9 249.4 kip ft 0.120 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.015 - in - - Deflection Slab 12 0.000 1.133 in 0.000 Pass Deflection Dead 12 0.055 0.756 in 0.073 Pass IP Takla Structural Designer,version:18.0.2.5 PC2-83 Prot Mb E?r,t.SCHTIGARDOOL • ��wgiF HIGH 2€376 45 ar .......... ,acture S..,,E.,, noNIf . TIGARD HIGH SCHOOL Page 2f6 Structural Designer_ Cak.Dp ,Data Catena Consulting Engineers 3Y 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Live 12 0.000 0.756 in 0.000 Pass Deflection Total 14 0.138 1.133 in 0.122 Pass SB 2.11.0.0.3-63 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.4 159.3 kip 0.040 Pass Flexure Major 14 33.5 249.4 kip ft 0.134 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.010 - in - - Deflection Slab 12 0.000 0.954 in 0.000 Pass Deflection Dead 12 0.072 0.636 in 0.113 Pass Deflection Live 12 0.000 0.636 in 0.000 Pass Deflection Total 14 0.116 0.954 in 0.121 Pass SB 2.11.1.0.0.1-62 Static Summary • Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 13.0 106.0 kip 0.123 Pass Flexure Major 14 156.1 165.7 kip ft 0.942 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.060 - in - - Deflection Slab 12 0.000 1.215 in 0.000 Pass Deflection Dead 12 0.692 0.810 in 0.855 Pass Deflection Live 12 0.000 0.810 in 0.000 Pass Deflection Total 14 1.168 1.215 in 0.962 Pass SB 2.11.1.0.0.1-39 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 16.5 140.7 kip 0.117 Pass Flexure Major 14 79.7 240.0 kip ft 0.332 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Slab 12 0.000 0.954 in 0.000 Pass Tekla Structural Designer,version: 18,0.2,5 • PC2-84 • i F'rectSC €#GARD ;06 let.,. HIGH ,stnu_tu„. s,„.,etno TIGARD HIGH SCHOOL Rage 3/b Structural toner :.................................. ta!:..by o.,t,., ...... ...._ Catena Consulting Engineers ,Iy 1121/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.232 0.636 in 0.364 Pass Deflection Live 12 0.000 0.636 in 0.000 Pass Deflection Total 14 0.319 0.954 in 0.334 Pass SB 2.11.1.0.0.1-38 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.5 140.7 kip 0.067 Pass Flexure Major 14 53.8 240.0 kip ft 0.224 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.017 - in - - Deflection Slab 12 0.000 1.133 in 0.000 Pass Deflection Dead 12 0.119 0.756 in 0.157 Pass Deflection Live 12 0.000 0.756 in 0.000 Pass Deflection Total 14 0.281 1.133 in 0.248 Pass • SB 2.11.1.0.0.1-18 Static Summary W 21x44 C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 25.8 217.4 kip 0.119 Pass Flexure Major 14 222.8 357.7 kip ft 0.623 Pass Torsion No Significant Forces - - Not required Deflection Slab 12 -0.609 2.071 in -0.294 Warning Deflection Dead 12 0.417 1.380 in 0.302 Pass Deflection Live 12 0.000 1.380 in 0.000 Pass Deflection Total 1 -0.609 2.071 in 0.294 Warning SB 2.11.1.0.0.1-17 Static Summary W 21x44 C=0.750 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 26.1 217.4 kip 0.120 Pass Flexure Major 14 235.6 357.7 kip ft 0.659 Pass Torsion No Significant Forces - - Not required Deflection Slab 12 -0.594 2.071 in -0.287 Warning Deflection Dead 12 0.556 1.380 in 0.403 Pass • Tekla Structural Designer,version: 18.0.2.5 PC2-85 .ort Job Ref. • TIGI.RD HIGH SC]0£3L 2016135 � `Taloa TIGARD HIGH SCHOOL Page 4t6 Structural Designer t.d€C.by .Date JY 9621./2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Live 12 0.000 1.380 in 0.000 Pass Deflection Total 1 -0.594 2.071 in 0.287 Warning SB 2.11.1.1-209 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - PasS Shear Major 14 3.4 64.3 kip 0.053 Pass Flexure Major 14 9.0 65.2 kip ft 0.139 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.024 0.356 in 0.066 Pass Deflection Total 14 0.054 0.534 in 0.101 Pass SB 2.11.1.1-18 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.1 94.5 kip 0.097 Pass Flexure Major 14 38.3 124.5 kip ft 0.307 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.017 - in - - Deflection Slab 12 0.000 0.954 in 0.000 Pass Deflection Dead 12 0.168 0.636 in 0.264 Pass Deflection Live 12 0.000 0.636 in 0.000 Pass Deflection Total 14 0.328 0.954 in 0.344 Pass SB 2.11.1.1-17 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 94.5 kip 0.109 Pass Flexure Major 14 50.0 124.5 kip ft 0.402 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.023 - in - - Deflection Dead 12 0.287 0.756 in 0.380 Pass Deflection Total 14 0.593 1.133 in 0.524 Pass SB 2.11.14.0.0.1-37 Static • Tekla Structural Designer,version:18,0.2. PC2-86 • ,Projoct l lob Re TiGARD HIGH SCHOOL ..........2016135 al Tr kla' ..r.iftuYF .. - ._.._ ...._._ .---. ..._ .__ ................... I __... Sheet no. TIGARD HIGH SCHOOL. Page 5/6 Structural lac ner, Catena Consulting Engineers iv • 9/21/2018 Summary W 21x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.0 234.0 kip 0.060 Pass Flexure Major 14 158.7 472.5 kip ft 0.336 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.038 - in - - Deflection Slab 12 0.000 1.275 in 0.000 Pass Deflection Dead 12 0.142 0.850 in 0.167 Pass Deflection Live 12 0.000 0.850 in 0.000 Pass Deflection Total 14 0.354 1.275 in 0.278 Pass SB FRM SJ-206 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass 1111 Shear Major 14 2.0 84.2 kip 0.024 Pass Flexure Major 14 5.4 139.5 kip ft 0.039 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.006 0.356 in 0.017 pass Deflection Total 14 0.015 0.534 in 0.028 Pass SB FRM SJ-5 Static Summary W 16x36 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.9 140.7 kip 0.078 Pass Flexure Major 14 64.4 240.0 kip ft 0.268 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Dead 12 0.090 0.638 in 0.141 Pass Deflection Total 14 0.213 0.957 in 0.223 Pass SB FRM SM-65 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 25.7 217.4 kip 0.118 Pass • Telkla Structural Designer,version: 18.0.2.5 PC2-87 Project hat,Ref. • TIGARD HIGH SCHOOL 20116135 Nor Structure Set no. ructur' Designer TIGARD HIGH SCHOOL Rage 6'6 stCaic,by _Date Catena Consulting Engineers `-'123.x`2.0)35 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 245.4 357.7 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.043 - in - - Deflection Dead 12 0.574 0.810 in 0.709 Pass Deflection Total 14 0.786 1.215 in 0.647 Pass SB FRM SM-40 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 1.4 84.2 kip 0.017 Pass Flexure Major 14 3.6 139.5 kip ft 0.026 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.004 0.356 in 0.012 Pass Deflection Total 14 0.008 0.534 in 0.016 Pass • Tekla Structural Designer,version: 18.0.2.5 4110 PC2-88 • S 0 Item 1 .26 & 27 SB 2.12-100 . > wl8 3 § { . § // . SS m,aw #rm a, mmvs6 mF, m " . SD . .... >.. . ,. ...... .. . . ..,.. ... :x.. . . . . .. wpm »@_A2 W @m 2 W 21 x44 A992-$0 . f � / / 7 SB 2]3]8 W18X35 . SB+v S2-20 ..5_ W1A3 \ ${k ) MI§ NI 11. al IN Ili WI M § Mg MI ! m SBFRMS29 $ 11 a 2 - wl k :§ w . ma,6 2,1.8 sa 2 12,539 maw : 8822 .......�.�888888 a.a.a.. ... ..«.. . « § . . . Wb : , . . . . kms 6 . i: 0 S PCaag CD SOUTH ROOF LAYOUT-4 (PREVIOUS G277) Item 1 .28 pr.„t i MilE:efi_ TIGA32D HIGH SCHOOL ......._GGlEii35 0 __ .____. �. ._.._.. __ ....._.. ___.. .. .. ._.. .............. � Tel u t,�r:. �r:et�:,. Structural Designer ,, ASCHOOLohK11g 1.3. Cay..by €`at.? PI 9/21/2038 Catena Consulting Engineers SB 2.11.1.0.0.1-7 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 19.2 251.7 kip 0.076 Pass Flexure Major 14 216.9 502.5 kip ft 0.432 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.034 - in - - Deflection Slab 12 0.000 1.250 in 0.000 Pass Deflection Dead 12 0.235 0.833 in 0.282 Pass Deflection Live 12 0.000 0.833 in 0.000 Pass Deflection Total 14 0.404 1.250 in 0.323 Pass • Tekla Structural Designer,version.18.0,2.i 4110 PC2-90 Item 1 .30 • °e,rt job RP{ €IGARD HIGH SCHOOL 2016135Tekm Structuralar DesignerTIGARD HIGH SCHOOL Page ill (a=c t.,y Date Catena Consulting Engineers is 9/21/20.6 Steel Beam Design Beams Non-Composite Rolled SB 2.11.0.2.1-8 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.6 217.4 kip 0.026 Pass Flexure Major 14 39.5 357.7 kip ft 0.110 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.028 - in - - Deflection Dead 12 0.063 0.929 in 0.067 Pass Deflection Total 14 0.167 1.394 in 0.120 Pass SB 2.11.1.0.0.1-35 • Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 29.9 251.7 kip 0.119 Pass Flexure Major 14 375.2 502.5 kip ft 0.747 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.036 - in - - Deflection Dead 12 0.559 0.850 in 0.658 Pass Deflection Total 14 0.739 1.275 in 0.580 Pass IIITTekia Structural Designer,version: 18,0.5.4 PC2-91 Item 1 .31 FR ctyet .,,Ea Ret �r rinxe HIGHSCHOOL 2016135 III air Ta ei a....,i.aYc.... S,,ut^C:. Structural Designer r ;> D HE SCHOOL s, e:,rz arc.by :Oat, Catena Consulting Engineers JY 9/21/2018 SB 2.11.0.0.2.1-1 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 12.4 217.4 kip 0.057 Pass Flexure Major 14 108.8 357.7 kip ft 0.304 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.241 0.897 in 0.269 Pass Deflection Total 14 0.436 1.346 in 0.324 Pass • Tekia Structural Designer,version: 18.0.5.4 41) PC2-92 • • 0 Item 1 .32 S4 411 S10 . : : .... , -' ,,, p e. ' ' i 1 I SA W 15x 9912 50 W 16x26 A992 50 W 15x26 AIM 50 . w vos 34,1,20 ' , W 16x26 AM'50 . 1.. SB P 58 19 SBR S4 ao,fA"' w 15x31 A992-50 SRRM 86 92 F 99 P 4g di gi P4 ,0 W 18x3 .992e 50 i W 1845 A992-60 < m ' "0- 1.. — $ 4e-q2 47 x SS P is, Cn Sa,.0-7, .,!. r, SP IP 58 29 SP iP 50 19 ' $ — ,o• i.,7 1.,.,,ss S : N 6" . yi qx19i.rozP, *- .co,o' W 15x31 A992 50 4 g ' g I. E — . SB FR 254-4 ,17 < SS FRM 764 13 . < SR FRM 254 4 .. i 0 , Ii.),„.., SS MO 28 J' ''' SB P 49 46 : es, ev 1.-, W 16x26 A962-50 — itbo5 A992.50 ,. W 15105 A992 50 =I 4 2 1 W 16 .A9955 ,. 4 ..,,.1.. , . F .0 t t : l', :,. 0 , * P FRM 96 71 SFIFRM PR 10 SS 1RM SP 95 F SS 01,0.2g W 1f50 A992.50 W 16x25 A992.60 W 18x299U5 * os Nti Wt.if, W 16x3 A992 69 : • • & . S8 FRM 192 58 SB FRM 1S211 S1RM I9256 . 59§P 4g-10 SS I - o < 04 S . so W 16x25 A992-60 W 16x26 A992-50 W 16x26 A992-60 .,.., No ...,.,....) , W,14.4 A992-50 : — °N.t n c 4 : - . 4 •,, T, ,.., -, SBFFR 191.85SS FRM 191.7. SB FRIA 191.97 aI ". se IP 49-31 . SB V 9-44 te*. • W I626 A992-50 W 1626 A992-50 W 1626 A962.60 0,,7,4 WO. W 16x26 A962.60 SP FRM&C-84 SP FRM SC-8 sF Hip.;22 sa 1 R5.1 SC-4 SB FRM SC-14 . 1112111 4 'ii a 0 a/I a I I m e m m I NI I:i a 9 a i I m a I g 1 I i I m 6 5 i§ ..„..., 1 Asoliffoomm.mow ill II II W 16x25 A952-55 W 16x45 A992-60 ,.,*.m W16/46 A992 55 W164'28 A992 50 : - ' - i -.... i . ,... _ ,,.. N I w C .' E .. 4 gi _ SP FRM 2,5-15 : . F '<c44.1wos 0 W 24)66 A992-50 0=1 00 E E g E . : : - E. : 6E12 11 1 15 2 imemialammuluessomosenommesnms.esuismasmommemismogesmilimmosessmassommuimemommommillsemossmassennossmammessmogsms4omiNtimmam.silsasersami.tosstivisvames*miv'kessammasmirems.seavAllom Vi 21 x93 Ag97 5(} PC2-93 SOUTH ROOF LAYOUT-5 (PREVIOUS G278) Item 1 .33 Pi'o;ect i bG Ret 1lGf;RD H1GF!SCHOOL 2016135 0 arTeith •. ,,.,tuii Sl,bet nb. structuralDesigner TIGARD HIGH SCHOOL Page 1/4 Ca,,by Nate JV 9/21/2018 Catena Consulting Engineers ! Steel Beam Design Beams Non-Composite Rolled SB 2.11.1.0.0.1-35 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 29.9 251.7 kip 0.119 Pass Flexure Major 14 375.2 502.5 kip ft 0.747 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.036 - in - - Deflection Dead 12 0.559 0.850 in 0.658 Pass Deflection Total 14 0.739 1.275 in 0.580 Pass SB 2.11.1.0.0.1-33 Static IP Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 21.0 217.4 kip 0.097 Pass Flexure Major 14 186.4 357.7 kip ft 0.521 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.474 0.897 in 0.528 Pass Deflection Total 14 0.743 1.346 in 0.552 Pass SB FRM 200-34 Static previously S-I-P 49-34 Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.9 64.3 kip 0.154 Pass Flexure Major 14 20.5 65.2 kip ft 0.314 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.086 0.356 in 0.240 Pass Deflection Total 14 0.129 0.534 in 0.241 Pass SB FRM 200-15 Static Tekla Structural Designer,version: 18.0.5.4 11111 PC2-94 s ,Pi Clt.`Gt ten RsT. T3Gt�RL�HIGH SCHOOL 2016135 Alr Tekia structure Structural Designer r T(CF RD HIGH SCHOOL Page 214 v s.s3...by Dat,, ........ ...... ......... # ........ ........ ......... ......... Catena Consulting Engineers JR 9/21/2003 Summary W 24x55 C=1.000 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 48.0 251.7 kip 0.191 Pass Flexure Major 14 484.9 502.5 kip ft 0.965 Pass Torsion No Significant Forces - - Not required Deflection Dead 12 1.413 1.380 in 1.024 Fail Deflection Total 1 -0.882 2.071 in 0.426 Warning SB FRM SC-32 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 6.1 84.2 kip 0.072 Pass Flexure Major 14 13.8 139.5 kip ft 0.099 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.022 0.356 in 0.061 Pass Deflection Total 14 0.039 0.534 in 0.073 Pass SB FRM SC-14 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 20.3 106.0 kip 0.192 Pass Flexure Major 14 90.9 165.7 kip ft 0.549 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.422 0.743 in 0.568 Pass Deflection Total 14 0.689 1.114 in 0.618 Pass SB FRM SC-4 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 12.8 106.0 kip 0.121 Pass Flexure Major 14 61.3 165.7 kip ft 0.370 Pass Torsion No Significant Forces - - Not required II/ Tekia Structural Designer,version: 18.0.5.4 PC2-95 i Protect ;lab Ret. • TIGARD HIGH SCHOOL 2016135 Sheel 1,: S uctur l ` net i TIGARD NIGH SCHOOL Page 3/4 ..a.a1 Date Catena Consulting Engineer, !Y 9/21/2038 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.014 - in - - Deflection Dead 12 0.246 0.638 in 0.386 Pass Deflection Total 14 0.364 0.957 in 0.381 Pass SB IP 49-41 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.1 64.3 kip 0.064 Pass Flexure Major 14 11.0 65.2 kip ft 0.168 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.029 0.356 in 0.081 Pass Deflection Total 14 0.066 0.534 in 0.123 Pass SB IP 49-31 Static Summary W 12x14 III Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 3.4 64.3 kip 0.053 Pass Flexure Major 14 9.1 65.2 kip ft 0.140 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.024 0.356 in 0.067 Pass Deflection Total 14 0.055 0.534 in 0.102 Pass SB IP 49-30 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 3.4 64.3 kip 0.053 Pass Flexure Major 14 9.1 65.2 kip ft 0.140 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.024 0.356 in 0.067 Pass Deflection Total 14 0.055 0.534 in 0.102 Pass SB IP 49-29 Static Summary W 12x14 • Tekla Structural resigner,version: 18.0.5 PC2-96 • f re;ect 'lob Rot. " l-lLf,R(?HIGHSCHOOL .........X#36135 411/VTskal _. .......... ...__ _.___ ..._. .......... Structural Designer 'TIGARD HIGH SCHOOL Page 4/4 Coln.by,.... opt, , Catena Consulting Engineers Y 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - Pass Shear Major 14 3.7 64.3 kip 0.057 Pass Flexure Major 14 9.8 65.2 kip ft 0.150 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.025 0.356 in 0.071 Pass Deflection Total 14 0.058 0.534 in 0.109 Pass SB IP 49-28 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.2 64.3 kip 0.066 Pass Flexure Major 14 11.3 65.2 kip ft 0.173 Pass Torsion No Significant Forces - - Not required III Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.029 0.356 in 0.083 Pass Deflection Total 14 0.067 0.534 in 0.126 Pass IPTekla Structural Designer,version,18,01.5.4 PC2-97 11110 Item 1 .34 & 35 Cs27) SB w24x55 2.0.0.1.3-2 S6 - . ... : : - : SS IP 5142 SD iPSFI:11 SD IP 61-20 " r.". Isemelosselmsemessommagellsomemosseass.:, t. .,'; ;I ' .'ill, SA 6.em ADD2-S:1 W 1-• : .—2-SO W 16)06 AS92-6B sa 56,1q '; SB IP 5:1113 ' FR ,84.4,,i2:194,2,450 ' W lex31 AD32-5D • ra,' ' 4' W 16I ARR2-Sa W 18y ,;•.L,D2-50 ..• m ... salp57.zo tr• F S8 P ED-20 SD IP 6D1D 2 •• ;• 4.: , 'F 16x26 A9'22-50 a?' "0 w 12e10AVIV.54 ,-" '' 2 lill.,16X31 AFQ2-60 •: 'a — SO FR 2544 ' R a? SD FRU 2S4,13 , 1, ,•,i . ,,,, W ito-/6 MID260 '' '4FRIVI S2.0 .,i P,M CP,53A0 - al 4 ii B "A , 4/0 EN W 1 610,AFB,F4S6 '.! a. 1 En 0 SB HIM SB-15 8 FRM SD-71 93 FRM S8.10 1. ..; ,?. . e4 4", i€82a Para-EC •16x26 AEKJZSD W 1,15x26 A492-60 RM14'J1 S8 FRM 1D2-66 SD FRM 192-11 8,▪ — ig.: 2, • - 'La 1 - Eix2S ADD2-50 2i• a" ea: , X, W 16A26 AM2-60 •45 .:, W 161_26 M012-60 6, . ' 8 . t',1 0 .t ---. . . FRm1t41-14 . .,- S8 FRIV 99116 S8 FRM 1914 ,. 2,: 24. -- , ... W 16:6,'ADS2-60 WI:',•1 ADD2-50 W 16:x26 AMMO S8 FRM SC-1 8 S8 FR"SC-21 SD F R Se-64 Se FRM SC-6 W 16o31 Ag52-E,1 W 1606 ADD2".91 W 16.k2 0,5432,-50 W 16,410 A480 ' ' co :, o 2 0 • 17' 10 w ; 4: , SB 1.4-3 . e..., w18x35 .4 E g : 7. . ..,., . ext E 0 SB 1.4-4 • 4- w18x35 ...j. amesionsamsatuntesisamemalsoluesammes , elsoasommleammosatisassionommemegliessaismatopmemosseviellasisisaamalseenamalesm aaaaaaa I mmmmm me mmmmmm ENE IP SOUTH ROOF LAYOUT-6 PC2-98 (PREVIOUS G279) 0 0 0 Item 1 .36 III /aPro ett inn Ref. 'HOARD HIGH SCHOOL <t:te1 eki ,Stroctur, Sheet no Structural Designer TIGARD HIGH SCHOOL Page 1/2 ......... ......... ............ i ........ ......... ........ Catena Consulting Engineers .15' 0/21./2018 Steel Beam Design Beams Non-Composite Rolled SB FRM S2-18 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.8 106.0 kip 0.083 Pass Flexure Major 14 61.6 165.7 kip ft 0.372 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.299 0.928 in 0.322 Pass Deflection Total 14 0.712 1.392 in 0.512 Pass SB FRM S2-17 410 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.6 106.0 kip 0.071 Pass Flexure Major 14 52.6 165.7 kip ft 0.318 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.044 - in - - Deflection Dead 12 0.254 0.928 in 0.273 Pass Deflection Total 14 0.609 1.392 in 0.438 Pass ` SB FRM S2-15 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 106.0 kip 0.109 Pass Flexure Major 14 69.8 165.7 kip ft 0.421 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.396 0.928 in 0.427 Pass Deflection Total 14 0.827 1.392 in 0.594 Pass SB FRM S2-14 Static IIITekla Structural Designer,version: 18.0.5.4 PC2-99 Project Sob lief. • T3GhRU 1000SCHOOL 2016135 ucturc Sam^a TIGARD HIGH SCHOOL Page 2/2 Structural Designer 1 (alc.by Dat, Catena Consulting Engineer,<. JY 9/21/2018 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 13.0 106.0 kip 0.122 Pass Flexure Major 14 73.7 165.7 kip ft 0.445 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.447 0.928 in 0.482 Pass Deflection Total 14 0.883 1.392 in 0.634 Pass SB FRM SB-16 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 8.9 106.0 kip 0.084 Pass Flexure Major 14 61.7 165.7 kip ft 0.372 pa55 Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.300 0.928 in 0.323 Pass Deflection Total 14 0.713 1.392 in 0.512 Pass Tekia Structural Designer,version: 18,0.5.4 III PC2-100 Item 1 .37 III «:r R�,t. 7'IGF RD HIGH SCHOOL .......2036135 AwTekla 5t.c,au..... gn,.et no. (IC RD HIGH SCHOOL Page 1/1 Structural Designer Catena Consulting Engineers 18 9/21/2018 SB FRM SJ-13 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.8 64.3 kip 0.058 Pass Flexure Major 14 10.0 65.2 kip ft 0.153 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.026 0.356 in 0.073 Pass Deflection Total 14 0.060 0.533 in 0.112 Pass III IIITekla Structural Designer,version:18.€0.5,4 PC2-101 0 Item 1 .38 0 SB FRM SJ-13 SB IP 56-3-2 M W12X14 W18X35 vs a up r ea CO 24 la BB 1 5- 3 1:5.1 4eeM®rrseuenwwmaMa■in®eu■emneIanuannarroaunoanAuOnneIeesBcane®acRnnauaEnnnanIInnenuNImnI : . � . III Me 1:;z iu k„2„, ,� 9..i2Fi#+°n,,,.., .7. ' , rs B «.1 B1, a B1,4.7 $131A-G-1 14. - ea ea IN 11x:5 A992.50 W14x05 A992-50 va € i i a azo F£i x`21--t4a 0,022 wD ma al a ea a a vs la a r! el ” T w ax ea is ow si el n I Pi SS 132 A 2-", 1 1. ;z.-_ 1.11nEssonlnsamsemsonninwallsuemseeammupla �"e:zm -%4a/l//l i /-'. i %“,:'.' ,,;-,,, s6;:,.,, ,, %f& ri g ,',-, ..nam 18x35 A -50,W :-71 $'ra,„`;)X` a..1 SOUTH ROOF PC2-102 LA T-7 0 • (PUS G280) Item 1 .39 III Pra art I+Pat g TEG1t2D HIGH SCHOOL 2016135 air t.J..:UI'E. Si:f:ni yl.i. Structural Designer. TIGARD HIGH SCHOOL Page 1/1. Las.oy _Dat., __..... Catena Consulting Engineer 15 5/21/20185/21/2018 SB 3-183 Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.8 131.2 kip 0.075 Pass Flexure Major 14 99.7 202.5 kip ft 0.493 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Dead 12 0.226 0.709 in 0.318 Pass Deflection Total 14 0.458 1.064 in 0.430 Pass III IIITula Structural Designer,version: 18.0.5.4 PC2-103 Item 1 .40 Preect ;or;Lief. III 7lGPi',C?HIGH SCHOOL ......201[',135 Air Tekla S. nx3o rc: .......... Sh.:et no TIGARD HIGH SCHOOL Page 1j(. Structural Dr r Ca:c.by Dago Catena Conte€itin,Cegineers lY 9,r21.12D1 SB 2-216 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.5 64.3 kip 0.008 Pass Flexure Major 14 1.2 65.2 kip ft 0.019 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.002 0.299 in 0.007 pass Deflection Total 14 0.005 0.448 in 0.012 Pass 41) Tekla Structural Designer,version: 18.0.5.4 III PC2-104 Item 1 .41 • ;pet>ect ;Jo Ret. CARD HIGH SCHOOL 2016135 @ral TIGARD HIGH SCHOOL. Pagel/1 Cate.by .Date Catena Consulting Engineers .}9` 9/21./2018 Steel Beam Design Beams Non-Composite Rolled SB 3-163 Static Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.3 146.4 kip 0.002 Pass Flexure Major 14 0.8 250.1 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.544 in 0.002 Pass SB 3-160 Static III Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.3 146.4 kip 0.002 Pass Flexure Major 14 0.8 250.1 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.544 in 0.002 Pass • Tekla Structural Designer,version: 18.01.5.4 PC2-105 Item 1 .42 ProjE,t .)b Ref T(GItE'20 HIGH SCHOOL 2016135 0 ,,trocture Shoe;n6 Structural l Designer A E SCHOOL crape 1/5 (a,:by Dar;" J, 9/21./2083 Catena Consulting Engineers Steel Beam Design Beams Non-Composite Rolled SB1.2-23 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 13.1 56.3 kip 0.233 Pass Flexure Major 12 37.7 46.9 kip ft 0.805 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.178 0.575 in 0.309 Pass Deflection Dead 12 0.052 0.383 in 0.136 Pass Deflection Live 12 0.199 0.383 in 0.518 Pass Deflection Total 12 0.432 0.575 in 0.751 Pass • SB 1.1-10 Static Summary HSS 8x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.0 84.5 kip 0.024 Pass Flexure Major 14 6.3 45.9 kip ft 0.136 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.042 0.411 in 0.101 Pass Deflection Total 14 0.100 0.617 in 0.163 Pass SB 1.1-7 Static Summary HSS 12x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.1 130.8 kip 0.031 Pass Flexure Major 14 21.4 88.3 kip ft 0.242 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.030 - in - - Deflection Slab 12 -0.008 0.954 in -0.008 Pass Deflection Dead 12 0.094 0.636 in 0.148 Pass Tokio Structural Designer,version: 18,0.5.4 III PC2-106 • ron-ct joe Rel_ 1160 0 HIGH SCHOOL 2096935ar Teb .... .......... ......... .... ......... .._._. ......... ... ...... .. _. Structuralr TIGARD HIGH SCHOOL Page 2/5 ..arc,by Date __. ....._. __ Catena Consoiting Leg;neers .EY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Live 12 -0.009 0.636 in 0.014 Pass Deflection Total 14 0.235 0.954 in 0.247 Pass SB 1.1-6 Static Summary HSS 12x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.6 130.8 kip 0.028 Pass Flexure Major 14 23.5 88.3 kip ft 0.266 Pass Torsion 12 - - - 0.000 Warning Deflection Self weight 1 0.032 - in - - Deflection Slab 12 0.008 0.954 in 0.008 Pass Deflection Dead 12 0.100 0.636 in 0.157 Pass Deflection Live 12 0.009 0.636 in 0.014 Pass Deflection Total 14 0.259 0.954 in 0.272 Pass Torsion Rotation Check Applied Forces Only - 4110 SB 1.1-5 Static Summary HSS 12x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.4 130.8 kip 0.033 Pass Flexure Major 14 29.7 88.3 kip ft 0.336 Pass Torsion 12 - - - 0.000 Warning Deflection Self weight 1 0.060 - in - - Deflection Dead 12 0.192 0.756 in 0.254 Pass Deflection Total 14 0.486 1.133 in 0.429 Pass Torsion Rotation Check Applied Forces Only - SB 1.1-4 Static Summary HSS 8x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.6 84.5 kip 0.055 Pass Flexure Major 14 14.2 45.9 kip ft 0.310 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.098 0.411 in 0.239 Pass Deflection Total 14 0.227 0.617 in 0.368 Pass III "ekia Structural Designer,version:18.0.5.4 PC2-107 Fio2Gt Job RE?. • TIGARD HIGHSCHOOL 2016135 Aar Tekid Structure Sheet rc,. T1GARD FE€GH SCHOOL Page 3f5 Structural Designer Ca i.by 1 Dare Catena Consulting Engineers .EY 4j23.j20iR SB 1.1-3 Static Summary HSS 8x4x1/4 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.5 84.5 kip 0.053 Pass Flexure Major 14 13.8 45.9 kip ft 0.300 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Dead 12 0.095 0.411 in 0.231 Pass Deflection Total 14 0.219 0.617 in 0.355 Pass SB 1.2-227 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 15.1 56.3 kip 0.268 Pass III Flexure Major 12 43.3 46.9 kip ft 0.923 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.204 0.575 in 0.355 Pass Deflection Dead 12 0.060 0.383 in 0.156 Pass Deflection Live 12 0.228 0.383 in 0.595 Pass Deflection Total 12 0.495 0.575 in 0.861 Pass SB 1.2-226 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown- - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 15.1 56.3 kip 0.268 Pass Flexure Major 12 43.3 46.9 kip ft 0.923 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.204 0.575 in 0.355 Pass Deflection Dead 12 0.060 0.383 in 0.156 Pass Deflection Live 12 0.228 0.383 in 0.595 Pass Deflection Total 12 0.495 0.575 in 0.861 Pass SB 1.2-221 Static Summary W 10x12 Tekia Structural Designer,version: 18.0.5.4 11111 PC2-108 0 ;giggga Tekn. Tlt�t�12(�HIGH SCHOOL 2016135 Tlf„ o HIGH SCHOOL Page 4f5Scturl Designer ,...... Catena Consulting Lr, neers JY 9,r21J?63H w _ Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 13 11.2 56.3 kip 0.199 Pass Flexure Major 13 32.2 46.9 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.152 0.575 in 0.264 Pass Deflection Dead 12 0.044 0.383 in 0.116 Pass Deflection Live 12 0.169 0.383 in 0.441 Pass Deflection Total 12 0.368 0.575 in 0.641 Pass SB 1.2-220 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 13 11.2 56.3 kip 0.199 Pass Flexure Major 13 32.2 46.9 kip ft 0.686 III Pass Torsion No Significant Forces Not required Deflection Self weight 1 0.003 in - Deflection Slab 12 0.152 0.575 in 0.264 Pass Deflection Dead 12 0.044 0.383 in 0.116 Pass Deflection Live 12 0.169 0.383 in 0.441 Pass Deflection Total 12 0.368 0.575 in 0.641 Pass SB 1.2-172 Static Summary W 24x162 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 92.2 528.8 kip 0.174 Pass Flexure Major 14 -651.5 1735.5 kip ft 0.375 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.048 - in - - Deflection Slab 12 0.091 0.575 in 0.158 Pass Deflection Dead 12 0.242 0.767 in 0.315 Pass Deflection Live 12 0.102 0.767 in 0.133 Pass Deflection Total 13 0.559 1.150 in 0.486 Pass SB 1.2-171 Static Summary W 24x162 elTekia Structural Designer,version: 18.0.5,4 PC2-109 ri>jeci Job Raf. • TIGARD HIGH SCHOOL 2016135 Air Tekla ---.......... Sheet no i f LIC L#t i1 ff TIG„RD H(GH SCHOOL Page 515 Se Cate Inv Date .iY I 9/22/2016 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 80.8 528.8 kip 0.153 Pass Flexure Major 14 -593.8 1755.0 kip ft 0.338 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.031 - in - - Deflection Slab 12 0.091 1.307 in 0.070 Pass Deflection Dead 12 0.143 0.633 in 0.225 Pass Deflection Live 12 0.102 0.872 in 0.117 Pass Deflection Total 14 0.320 0.950 in 0.337 Pass SB 1.2-170 Static Summary W 24x162 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 80.5 528.8 kip 0.152 Pass Flexure Major 14 -599.7 1755.0 kip ft 0.342 Pass • Torsion No Significant Forces - - Not required Deflection Self weight 1 0.029 - in - - Deflection Slab 12 0.092 1.307 in 0.071 Pass Deflection Dead 12 0.138 0.633 in 0.217 Pass Deflection Live 12 0.103 0.872 in 0.118 Pass Deflection Total 14 0.325 0.950 in 0.342 Pass SB 1.2-17 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required ssifi__ti_n 1 Non Compact - Pass Shear Major 13 13.0 56.3 kip 0.231 Pass Flexure Major 13 37.3 46.9 kip ft 0.795 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.176 0.575 in 0.306 Pass Deflection Dead 12 0.052 0.383 in 0.134 Pass Deflection Live 12 0.196 0.383 in 0.512 Pass Deflection Total 12 0.427 0.575 in 0.742 Pass Tekla Structural Designer,version: 18.0.5.4 III PC2-110 Item 1 .43 • §''.C:2Gt SCHOOL Pp,Ret. ' t;RD HIGHSCHOOL2016135 AY Tei .r..,t.k,c- $,nL nu. =IGARD HIGH SC`130L. Page 117Structural Designer' . .a c.L`t<..... :Car:, ; ...... ...._ ........ ........_.._ Catena Consulting Engineers JY 9/21/2018 Steel Beam Design Beams Non-Composite Rolled SB 1.2-170 Static Summary W 24x162 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 80.5 528.8 kip 0.152 Pass Flexure Major 14 -599.7 1755.0 kip ft 0.342 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.029 - in - - Deflection Slab 12 0.092 1.307 in 0.071 Pass Deflection Dead 12 0.138 0.633 in 0.217 Pass Deflection Live 12 0.103 0.872 in 0.118 Pass IIIDeflection Total 14 0.325 0.950 in 0.342 Pass SB 1.2-169 Static Summary W 24x162 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 82.6 528.8 kip 0.156 Pass Flexure Major 14 -495.9 1755.0 kip ft 0.283 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.025 - in - - Deflection Slab 12 0.076 1.307 in 0.058 Pass Deflection Dead 12 0.108 0.633 in 0.171 Pass Deflection Live 12 0.084 0.872 in 0.097 Pass Deflection Total 14 0.259 0.950 in 0.273 Pass IIITekla Structural Designer,version: 18,0.5.4 PC2-111 Item 1 .44 TIGARD HIGH SCHOOL 2016135 0 it t� C€.t` #Designer TIGARD HIGH SCHOOL Page 117S . `.'as:,by i Data Catena Cor�suft n ngine to iv 9j21?2O1S C: Steel Beam Design Beams Non-Composite Rolled SB 1.2-257 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - I Pass Shear Major 14 6.0 106.0 kip 0.056 Pass Flexure Major 14 49.8 165.7 kip ft 0.301 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.084 - in - - Deflection Dead 12 0.333 1.111 in 0.300 Pass Deflection Total 14 0.827 1.667 in 0.496 Pass SB 1.2-256 Static S • Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.0 106.0 kip 0.056 Pass Flexure Major 14 49.8 165.7 kip ft 0.301 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.084 - in - - Deflection Dead 12 0.333 1.111 in 0.300 Pass Deflection Total 14 0.827 1.667 in 0.496 Pass SB 1.2-193 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 20.3 217.4 kip 0.094 pass Flexure Major 13 -189.1 274.4 kip ft 0.689 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.020 - in - - Deflection Slab 12 0.099 0.471 in 0.211 Pass Deflection Dead 12 0.065 0.627 in 0.104 Pass Deflection Live 12 0.111 0.627 in 0.177 Pass Deflection Total 13 0.301 0.941 in 0.320 Pass • Tel�la Structural Designer,version: 18.0.5.4 PC2-112 1 Item 1 .45 411101 LE0,Ect T1GfittD IilG3{SCHOOL lob Ref 201G135 AV el 0 TIGI RD HIGH SCh€OOL. {gage 1/11 Structural `c rier Catena Consulting,Engineers Y 9121.,•'3()15 Steel Beam Design Beams Non-Composite Rolled SB1.2-23 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 13.1 56.3 kip 0.233 Pass Flexure Major 12 37.7 46.9 kip ft 0.805 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.178 0.575 in 0.309 Pass Deflection Dead 12 0.052 0.383 in 0.136 Pass Deflection Live 12 0.199 0.383 in 0.518 Pass Deflection Total 12 0.432 0.575 in 0.751 • Pass SB 1.1-18 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 3.8 106.0 kip 0.036 Pass Flexure Major 13 -13.5 121.0 kip ft 0.112 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Slab 12 0.009 0.679 in 0.013 Pass Deflection Dead 12 0.002 0.453 in 0.005 Pass Deflection Live 12 0.010 0.453 in 0.021 Pass Deflection Total 12 0.023 0.679 in 0.034 Pass SB 1.2-227 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 15.1 56.3 kip 0.268 Pass Flexure Major 12 43.3 46.9 kip ft 0.923 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - IDTekla Structural Designer,version,18.01.5.4 PC2-113 Fro;-.i Job PA SCHOOL • 'EIG1�ftD HIGH� 2016135 ar TekIa .._.... ...._... __ ___ __ __. ...... ... ...--- twe i Sheet ph StructuralDesigner ,ti s NIGH SCHOOL Pagetai Catena Consulting Engineers i .iY 9f21f20:8 i , Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 0.204 0.575 in 0.355 Pass Deflection Dead 12 0.060 0.383 in 0.156 Pass Deflection Live 12 0.228 0.383 in 0.595 Pass Deflection Total 12 0.495 0.575 in 0.861 Pass SB 1.2-226 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 15.1 56.3 kip 0.268 Pass Flexure Major 12 43.3 46.9 kip ft 0.923 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.204 0.575 in 0.355 Pass Deflection Dead 12 0.060 0.383 in 0.156 Pass Deflection Live 12 0.228 0.383 in 0.595 Pass Deflection Total 12 0.495 0.575 in 0.861 Pass III SB 1.2-221 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 13 11.2 56.3 kip 0.199 Pass Flexure Major 13 32.2 46.9 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.152 0.575 in 0.264 Pass Deflection Dead 12 0.044 0.383 in 0.116 Pass Deflection Live 12 0.169 0.383 in 0.441 Pass Deflection Total 12 0.368 0.575 in 0.641 Pass SB 1.2-220 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 13 11.2 56.3 kip 0.199 Pass Flexure Major 13 32.2 46.9 kip ft 0.686 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Tekla Structural Designer,version: 18.0,5,4 III PC2-114 • ¢fCjR:.P SCHOOL30E Ref ',"lGl�RC?HIGHHI2716335 air T k a Structural Designer TiGARD NIGH SCHOOL P Re .11 JY 9/2112018 Catena Consulting Engineers - Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 0.152 0.575 in 0.264 Pass Deflection Dead 12 0.044 0.383 in 0.116 Pass Deflection Live 12 0.169 0.383 in 0.441 Pass Deflection Total 12 0.368 0.575 in 0.641 Pass SB 1.2-172 Static Summary W 24x162 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 92.2 528.8 kip 0.174 Pass Flexure Major 14 -651.5 1735.5 kip ft 0.375 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.048 - in - - Deflection Slab 12 0.091 0.575 in 0.158 Pass Deflection Dead 12 0.242 0.767 in 0.315 Pass Deflection Live 12 0.102 0.767 in 0.133 Pass • Deflection Total 13 0.559 1.150 in 0.486 Pass SB 1.2-98 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 18.8 106.0 kip 0.177 Pass Flexure Major 13 36.2 165.7 kip ft 0.218 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Slab 12 0.015 0.575 in 0.027 Pass Deflection Dead 12 0.022 0.383 in 0.056 Pass Deflection Live 12 0.038 0.383 in 0.098 Pass Deflection Total 12 0.076 0.575 in 0.132 Pass SB 1.2-24 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 12 13.5 56.3 kip 0.240 Pass Flexure Major 12 38.8 46.9 kip ft 0.827 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - • Tekla Structural Designer,version.18.0.5.4 PC2-115 P;ojk-t.t lob Re 0 TIG RD HIGH SCHOOL 2016135 ar rkit .._.... .---- --- ........_.. .... __.._ .. . octurr _.._. Sk rei nu TIGARD HiGii SCHOOL Page 4111 structural Designer Ca C by Date Catena Consulting Engineers l 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Slab 12 0.183 0.575 in 0.318 Pass Deflection Dead 12 0.054 0.383 in 0.140 Pass Deflection Live 12 0.204 0.383 in 0.533 Pass Deflection Total 12 0.444 0.575 in 0.772 Pass SB 1.2-17 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major 13 13.0 56.3 kip 0.231 Pass Flexure Major 13 37.3 46.9 kip ft 0.795 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Slab 12 0.176 0.575 in 0.306 Pass Deflection Dead 12 0.052 0.383 in 0.134 Pass Deflection Live 12 0.196 0.383 in 0.512 Pass Deflection Total 12 0.427 0.575 in 0.742 Pass III Steel Beam Design Beams Composite Rolled SB 1.1-34 271 -.-.. -_... itA 14'-I 6" 12' 7" 11' 6" co\'...... .... .... me .. w .. ..� .Alli. .. .... , A i--", t.,:: ',. A (SB 1.1-34)A-A St. 1.1 (1.1): SB 1.1-34 W 18x40 A992-50 (24) (Deformed # 3 @ El Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Telkla Structural Designer,version: 18.0.5.5 • PC2-116 • t ;yak;Ref.i IGt,3t©I-E7G'715Cl-100t 2016135 air Tek St ucturE; ...... .. ..._ ..___ .....__ .... __... .... __............ '0+ Sheet no r, rRD HIGH SCHOOL Page sfxsStructural Designer Ca.-,by Date .. ._ Catena Consulting Engineers .1Y6/22/2018 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 24'1" 24 1 1 Static Summary W 18x40(24) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.168 Pass Classification 12 Compact - - - Pass Vertical Shear 13 14.3 169.2 kip 0.085 Pass Flexure 13 107.9 468.3 kip ft 0.230 Pass Connector Resistance 12 11 24 - Pass Deflection Self weight 12 0.025 - in - - Deflection Slab 12 0.172 1.204 in 0.143 Pass Deflection Dead 12 0.028 0.803 in 0.035 Pass Deflection Live 12 0.092 0.803 in 0.114 Pass Deflection Post Composite 12 0.120 0.803 in 0.149 Pass Deflection Total 12 0.317 1.204 in 0.264 Pass Construction Stage III W 18x40(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 5.8 169.2 kip 0.034 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 43.4 294.0 kip ft 0.147 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.025 - in - - Deflection Total 1 0.202 1.204 in 0.168 Pass SB 1.1-29 . Tekia Structural Designer,version: 18.0.5.4 PC2-117 Pru;c ea ;;05 Ref_ 'riGhRB HIGH SCHOOL t 2015335 0 ar�� 71GkRD H160 SCHOOL Page 6/11 COc,or Date .I3 9/21/2028 Catena Consulting Engineers S12 lh A w 14' 6" 6' 9 1/2" 6' 9 1/2" a . l i<_ _baa_ ___L i. 3 , m— rn 5 12" (5B 1.1-29) A-A St. 1.1 (1.1): SB 1.1-29 W 16x26 A992-50 (14) [Deformed # 3 @ 8"1. Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength • AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 13'7" 14 1 1'0" Static Summary W 16x26(14(14)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.119 Pass Classification 12 Compact - - Pass Vertical Shear 12 7.6 106.0 kip 0.071 Pass Flexure 12 50.6 287.4 kip ft 0.176 Pass Connector Resistance 12 7 14(14) - Pass Deflection Self weight 12 0.004 - in - - Deflection Slab 12 0.049 0.679 in 0.072 Pass Deflection Dead 12 0.008 0.453 in 0.018 Pass Deflection Live 12 0.026 0.453 in 0.058 Pass Deflection Post Composite 12 0.034 0.453 in 0.076 Pass Deflection Total 12 0.088 0.679 in 0.129 Pass Construction Stage W 16x26(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Tekla Structural Designer,version: 18.0.5.4 III PC2-118 110projr Joe Ref. 'PEGAP,D 81611 SCHOOL ..............2016135 al TP ek Structural ter TIGARD HIGH SCHOOL. Page 7/11 Lac.t,y Crate Catena Co;�sultln�;Ci3g'sneers 1Y 8/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Compact - - - Pass Shear Major 1 3.0 106.0 kip 0.028 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 19.7 165.7 kip ft 0.119 pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Total 1 0.055 0.679 in 0.081 Pass SB 1.1-28 S12 A III14' 6 6' 9 1/2' 6' 9 1/2" �..�' .per ..._1 �. _ 1 _ �e..� _ 7 s.m \A (SB 1.1-28) A-A St. 1.1 (1.1): SB 1.1-28 W 12x19 A992-50 (14) (Deformed # 3 @ 8"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 13'7" 14 1 1'0" Static Summary W 12x19(14(14)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.137 Pass Classification 12 Compact - - - Pass Vertical Shear 12 4.9 86.0 kip 0.057 Pass Flexure 12 32.7 192.8 kip ft 0.169 pass Connector Resistance 12 7 14(14) - Pass IIITekla Structural Designer,version: 18.0.5A PC2-119 Project lilt)Rf:`. • TIGARD HIGH SCHOOL 2016135 S.u_iure 4h,est no StructuralDesigner z ,a HIGH SCHOOL Page 8/11 ca[c.by i Date Catena Consulting EngineersIY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 12 0.006 - in - - Deflection Slab 12 0.071 0.679 in 0.105 Pass Deflection Dead 12 0.009 0.453 in 0.019 Pass Deflection Live 12 0.028 0.453 in 0.061 Pass Deflection Post Composite 12 0.036 0.453 in 0.080 Pass Deflection Total 12 0.113 0.679 in 0.167 Pass Construction Stage W 12x19(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 1.9 86.0 kip 0.023 pac5 Shear Minor No Significant Forces kip - Not required Flexure Major 1 12.6 92.6 kip ft 0.137 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.006 - in - - • Deflection Total 1 0.079 0.679 in 0.116 Pass SB 1.1-27 Tekla Structural Designer,version:18.0.5.4 41) PC2-120 0 :tsuats Tlu„RD HIGHSCHOOL ........ 2035235 S1 C f!3I f e TIGARD HIGH SCHOOL Page 9i'3.1. Cab,6y. ...... DatF, ..__ .......... . Catena Consulting Engineers is 9/21/2018 #42981 SO 11' 6" — — a E i%A 14', 6" 11' 6" p ASA �r 1-7-- t\m`=' N 5 12" • ;' A (SB 1.1-27) A-A 11' 6" St. 1.1 (1.1): SB 1.1-27 W 16x31 A992-50 (11) ['Deformed # 3 @ 8"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 11'6" 11 1 1 Static Summary W 16x31(11) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.028 Pass Classification 12 Compact - - - Pass Vertical Shear 12 4.9 131.2 kip 0.037 Pass Flexure 12 14.1 284.8 kip ft 0.049 Pass Connector Resistance 12 5 11 - Pass Deflection Self weight 12 0.001 - in - - Deflection Slab 12 0.010 0.575 in 0.017 Pass IIITekla Structural Designer,version: 18,0.5.4 PC2-121 s'roc-cf Job Ref. • TIGARD HIGH SCHOOL 207.113`� ,u,, ... b(rfi eo TIGARD HIGH SCHOOL ....-!Page 10/11. Structural Designer Lac ty,_ Date iv 9/21/2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.002 0.383 in 0.005 Pass Deflection Live 12 0.006 0.383 in 0.016 Pass Deflection Post Composite 12 0.008 0.383 in 0.021 Pass Deflection Total 12 0.019 0.575 in 0.033 Pass Construction Stage W 16x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 2.0 131.2 kip 0.015 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 5.6 202.5 kip ft 0.028 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.011 0.575 in 0.020 Pass SB 1.1-20 • 271 �‘A 14'' 6" 12' 7" r i r\if--\'../—\°rt.'1r-\it r—\i n.r-‘11 r-\?r-',: _ Co _ 1 N. .-€- 4-n '�A (SB 1.1-20) A-A St. 1.1 (1.1): SB 1.1-20 W 12x14 A992-5012 [Deformed # 3 @ 8"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 12'7" 12 1 1 Tekia Structural Designer,version: 18.0.5.4 III PC2-122 0 z'rts;e t i Job Ret. i i" RLQ HIGH SCHOOL '2016135 air 'ea" Sheet Btt iCl tit;3)Designer TIGARD HIGH SCHOOL. Page 11/11 .a__z.y Date Catena Consulting,Engineers .IY • 9/21./2018 Static Summary W 12x14(12) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.097 Pass Classification 12 Compact - - - Pass Vertical Shear 12 5.2 64.3 kip 0.081 Pass Flexure 12 16.5 139.6 kip ft 0.118 Pass Connector Resistance 12 6 12 - Warning Deflection Self weight 12 0.003 - in - - Deflection Slab 12 0.056 0.629 in 0.089 Pass Deflection Dead 12 0.006 0.419 in 0.015 Pass Deflection Live 12 0.020 0.419 in 0.048 Pass Deflection Post Composite 12 0.026 0.419 in 0.063 Pass Deflection Total 12 0.086 0.629 in 0.136 Pass Construction Stage W 12x14(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required III Flexural Classification 1 Compact - - - Pass Shear Major 1 2.0 64.3 kip 0.031 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 6.3 65.2 kip ft 0.097 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Total 1 0.061 0.629 in 0.097 Pass 11111 Tekla Structural Designer,version: 18.0.5,4 PC2-123 0 0 9 san as sew 1 0 tg. 1 * 1, ,,A i A CO , a SB 1 2-118 SB 13.344 SB 1 2'18 W 1 6x2e A692-60 Cell:751213) '1 w elee Att)2,- ,, v,ii I 61c26 A992,..so (24) -4- Deformed P 4 0 1'0" Deformed*4 it 10' (D .0.1 0 fg 4 rAkatt,.K1 3 gi*' fRel 3/ .(W3 09-MY gtx9i oit ,,,,,z,,,,,tArA A,'"' SB 12-218 4* aait -,,1^•).''` ''' N • eze-e 1.13304-44 I,u ai 0 w 16x26 A592-50 (24) , . c. odormed It 4 a 1 0' 1 6k 5 Of, ie.> ...... g > ,-.• > - ... a g .0.1 t.#pousiof43 (az)V,0.0 09-Z60Y 96191 AA ...E §:.3 64 g SB 12-34 12-219 SB mg ,..... .,.. .,:. e,...9i.m.:,g......((:).1 1 133 W 16x26 A992-50 (24) C?GI -„,.. ''. .,,.,.. Deformed*4 C.!10' SB 1.2-15 SB 1.2-347 SB 1.2-19 g1 . W 165(264992.SO C=9.86(28) w ta.Zigigge.go W 16x284992-5O (24) Detormtd 44 0 1'0' Detafrned 44 •A 1'0' .* *. SB 1.2-224 ..... SB.1 2-227 ...., SB 1.2-229 WI Gsc26 A992.50(>1 00126) hy, w utog.t.mg.g,S' -6 ...., W 16x26 AS92-50 (24) a I .9.,' Deforest('4 4 0 1'0 SI o 4 4 „. o...b. Deformed ip)1'0 lk a, 4.if, It>?,-, r‘O #g i.:, *6, t•,3 b.ni 1: .e..0 e',4. -b.66 .L• -0 6 9 * 551.2-225 '0 SP.1 2-225,-;Zgg 55 1.2-228 ....---..,. S: W 16g26 A992.50 C=1 00(26) ..-. ......-, W igx12 ta)21,0 --Ei W 1 er..25 Af4 2-50 (2* --i. --.4 f1,„.1 go ro --..-- Defommd P.4 gf 1'fr Deformed ft 4 g 1'0' SB 12-14 SS 12.24 513 1.2-328 W 16e26 4692-50 0.1 00(28) w iftllArAlka:,` IN lex:26 A992-50 (24) Deformed#4 0 1'a' Deformed ft 4(9 1'0' SB 1,2-‘38 -* ' -....:.. . . SB 1.2-323 W'num Am.,..-,w SB 1.2-230 (., ( at W 16x211 A962-50 11.1 00(26) *x ;a IN 1*(25 A*4 2-50 (24) ..5 o b. 6 g 6 8 ** Deformod 4 4 @ 1 0' Deformed gt 4 ri5 1'Of .... '''' ,,a,2 m 417 03 cb S 11,0 It..' 4 It - 4...1•16 , S ' 4z• a -... SB 1.2-2.22 SB 1.2 -.-4 "CI -231 g-,1 -' , . , .. - - 4.,.: W 161264992-50 C=1 00(28) .. ' 6 Sa ... W 16x26 A..102-50 (24) .b. Po ta Isa 01910rti3tNd 4-1 6,1?10' Deform% (i(m 1.0, 0 - -76 70 7:/ TA 1,4 7.1 iNO MI 5 > 51 1.2-13 SB 1.1-31 SB 1.2-324 c c ., ::... •'`.. ..` * o (.31 x ,..-ft.,-s Asrza 4, w It.ri tett,ES 4, C) r- 2446 A99 -50 (2$) CA> > Deformed* Og 1'0" v (11 0 a.* g ,,.-c if 4 ...g 4.- ,,,Z CP 85 1.1-33 g t 7 5 13 1.1-3 2 0 79 IV -I,- 4,,, -.. " -. • ...•• ,% 'ti", --. .A,,a,1,3 •A>A 0i, 3W -, Cm --• . CO V) oo 881. -34 /11111 NM IIII 111111 __, „: „; W 18x40 A992-50 (16) Deformed#3 @ 8' co • Pro3ebt 61 `v Ref. "' 1660 61011 SGH001. 2016135 " � � S.:rt nc. Structural DesignT!;.RD HIGH SCHOOL Pate 1/' C d't..y... Dal. Catena Consulting Engineers JY 6/21./2013 SB 1.2-13 SP S0 28'e" NA 17' 0" 15' 5" 12'7" F I . A (SB 1.2-13)A-A 28'e" St. 1_2 (UPPER AUX): SB 1.2-13 W 24x55 A992-50 (28) JDeformed#g @ 1' J. Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib • 0" 28'0" 28 1 1 Static Summary W 24x55(28) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.157 Pass Classification 12 Compact - - - Pass Vertical Shear 12 20.3 251.7 kip 0.081 Pass Flexure 12 146.7 759.1 kip ft 0.193 Pass Connector Resistance 12 13 28 - Pass Deflection Self weight 12 0.025 - in - - Deflection Slab 12 0.152 1.400 in 0.109 Pass Deflection Dead 12 0.027 0.933 in 0.029 Pass Deflection Live 12 0.089 0.933 in 0.095 Pass Deflection Post Composite 12 0.116 0.933 in 0.125 Pass Deflection Total 12 0.293 1.400 in 0.209 Pass Construction Stage W 24x55(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 10.6 251.7 kip 0.042 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 75.8 502.5 kip ft 0.151 Pass Flexure Minor No Significant Forces kip ft - Not required IIITekla Structural Designer,version. 18.0.5.4 PC2-125 Pi OIrtt . oh to.D. TIGARD HIGH SCHOOL 2016135 iff Tekla ,Ince,tore • Sneec no, TIGARD HIGH SCHOOL Page 2/2. Structural Designer . , (oil by JY 9/21/2018 , . Catena Consulting Engineers , , . Design Condition # Design Value Design Capacity Units U.R. Status Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - Not required Deflection Self weight 1 0.025 - in - Deflection Total 1 0.219 1.400 in 0.157 Pass 4110 Tekla Structural Designer,version: 18,0,5.4 4110 PC2-126 Item 1 .47 III N9 NB . . .e . . . ..;1 s, ,• 74 -7 6 0 SI ire ,P '9 4, * ' t " v. 0 co 7 c74170 cAle ' *• ''`' 0 e 4 fir .q- � i .5} ' $ q - L 6 7A. ,a 4190 1 044, %,rr e . `7am, ,� t' . . I . . . * . I ®. ND III PC2-1 27 0 1'IGARtJ HIGH SCHOOL 2016135 Air Te kla Stt C it"�31 r TIGAR€D HIGH SCHOOLI Page 1/6 rtalc be :€tate Catena Consulting Engineers 1Y 9/21/2018l �,f1�E?i"5 Steel Beam Design Beams Non-Composite Rolled SB 8-85 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.2 32.9 kip ft 0.007 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - III Deflection Dead 12 0.001 0.339 in 0.002 Pass Deflection Total 14 0.004 0.508 in 0.008 Pass SB 8-84 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.2 32.9 kip ft 0.007 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.001 0.339 in 0.002 Pass Deflection Total 14 0.004 0.508 in 0.008 Pass SB 8-83 Static Summary W 8x10 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Tekla Structural Designer,version: 18,0.5.4 III PC2-128 4110 :Pr.,:eb t TIGARD HIGH SCHOOL ZC 16135 Allr Tel& Sheet an Structural Designer TECd1RD HIGH SCHOOL Page 716 CH.6y :.Date Catena Consulting Engineers '7Y 9/21/2018s Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.2 32.9 kip ft 0.007 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.001 0.339 in 0.002 Pass Deflection Total 14 0.004 0.508 in 0.008 Pass SB 8-82 Static Summary W 14x30 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass • Shear Major 14 5.4 111.8 kip 0.049 Pass Flexure Major 14 37.4 177.4 kip ft 0.211 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.174 0.917 in 0.189 Pass Deflection Total 14 0.441 1.375 in 0.321 Pass SB 8-81 Static Summary W 14x30 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 111.8 kip 0.092 Pass Flexure Major 14 70.9 177.4 kip ft 0.400 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.347 0.917 in 0.379 Pass Deflection Total 14 0.828 1.375 in 0.602 Pass SB 8-80 Static Summary W 14x30 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass • Tekla Structural Designer,version: 18.0.5.4 PC2-129 Pt°Jett 3ob Ref 0 TtGfittG HIGH SCHOOL ...........2036135 "qt St. .ct l Designer_ TEGfiRD HIGH SCHOOL Page 3/6 caE,by date Catena Consulting Eata0eers .IY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 14 10.1 111.8 kip 0.091 Pass Flexure Major 14 69.8 177.4 kip ft 0.393 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.344 0.917 in 0.376 Pass Deflection Total 14 0.814 1.375 in 0.592 Pass SB 8-79 Static Summary W 14x30 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.0 111.8 kip 0.090 Pass Flexure Major 14 69.2 177.4 kip ft 0.390 pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.341 0.917 in 0.373 Pass Deflection Total 14 0.807 1.375 in 0.587 Pass SB 8-78 • Static Summary W 14x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 106.3 kip 0.035 Pass Flexure Major 14 17.7 150.7 kip ft 0.117 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Dead 12 0.048 0.633 in 0.075 Pass Defle€t en-T: al 14 0.119 -0.950 in 0.125 Pass SB 8-77 Static Summary W 14x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.0 106.3 kip 0.066 Pass Flexure Major 14 33.6 150.7 kip ft 0.223 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.013 - in - - Deflection Dead 12 0.095 0.633 in 0.151 Pass Deflection Total 14 0.225 0.950 in 0.237 Pass Tekla Structural Designer,version: 18.0.5.4 • PC2-130 • 'ProjectjobRet. ar ek . 'HGARD HIGHSCHOOL ...........2016335 S uct,„E, ishe,etc. TIGARD HIGH SCHOOL page 4/6 Structural Designer Laic.by .... Date .............. .......... ................. .3Y 5/21./2018 Catena Consulting Engineers _ SB 8-76 Static Summary W 14x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.8 106.3 kip 0.055 Pass Flexure Major 14 27.9 150.7 kip ft 0.185 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.011 - in - - Deflection Dead 12 0.079 0.633 in 0.125 Pass Deflection Total 14 0.187 0.950 in 0.197 Pass SB 8-75 Static Summary W 14x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 106.3 kip 0.044 III Pass Flexure Major 14 22.4 150.7 kip ft 0.148 Pass Torsion No Significant Forces Not required Deflection Self weight 1 0.011 - in - - Deflection Dead 12 0.063 0.633 in 0.099 Pass Deflection Total 14 0.150 0.950 in 0.158 Pass SB 8-74 Static Summary W 14x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 106.3 kip 0.044 Pass Flexure Major 14 22.4 150.7 kip ft 0.148 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.011 - in - - Deflection Dead 12 0.063 0.633 in 0.099 Pass Deflection Total 14 0.150 0.950 in 0.158 Pass SB 8-49 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.1 106.0 kip 0.095 Pass IIITela Structural Designer,version: 18.0.5.4 PC2-131 •"[iGARiJ HIGH SCHOOL i 2016135 Aar Teich ..,r,..„. ...... S,..e€no. structural 'C t C TIGARI HIGH SCHOOL Page 516 Rai,:by Ja. Catena Consulting;Engineers N 9r`2'1j2=16 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 83.3 165.7 kip ft 0.502 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.185 0.667 in 0.277 Pass Deflection Total 14 0.452 1.000 in 0.452 Pass SB 8-23 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 13.1 106.0 kip 0.124 Pass Flexure Major 14 76.9 129.2 kip ft 0.595 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.056 - in - - Deflection Dead 12 0.248 0.794 in 0.312 Pass Deflection Total 14 0.608 1.192 in 0.510 Pass SBatc III Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.0 106.0 kip 0.085 Pass Flexure Major 14 89.8 165.7 kip ft 0.542 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.039 - in - - Deflection Dead 12 0.188 0.678 in 0.277 Pass Deflection Total 14 0.457 1.017 in 0.449 Pass S6 8-19 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact • - - - Pass Shear Major 14 6.6 106.0 kip 0.062 Pass Flexure Major 14 41.1 165.7 kip ft 0.248 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.014 - in - - Deflection Dead 12 0.056 0.550 in 0.102 Pass Deflection Total 14 0.138 0.825 in 0.167 Pass SB 8-7 III Tekla Structural Designer,version: 18.03.4 PC2-132 Or,Ret'. 1'iGARD HIGH SCHOOL 2016135 . Stroctur, ......... Sh:cet s?c. i TIGARD HIGH SCHOOL Page 6/6 Structural i Ca;.,by Dat? Catena Consulting Engineers I PI 9121.120I8 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.9 106.0 kip 0.036 Pass Flexure Major 14 37.5 165.7 kip ft 0.226 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.022 - in - - Deflection Dead 12 0.077 0.678 in 0.113 Pass Deflection Total 14 0.193 1.017 in 0.189 Pass SB FRM ND-51 Static Summary W 27x84 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 14.6 368.5 kip 0.040 Pass Flexure Major 14 218.0 915.0 kip ft 0.238 Pass • Torsion No Significant Forces -i - Not required Deflection Self weight 1 0.140 - in - - Deflection Dead 12 0.250 1.550 in 0.161 Pass Deflection Total 14 0.696 2.325 in 0.299 Pass • Tela Structural Designer,version:18,0.5,4 PC2-133 r<ye:ri inPz HeE i'IGltRD HIGH SCHOOL 2019139 0 ay Tekia ft JY.,,R: 1:^3i v. TIGARD HIGH SCHOOL. Parc 1/2 Structural Designer Ca.c.i, €Dais Catera Consulting Engineers 1Y 9/21/2018 SB 1.2-6 S7 Cl 10' 8" HA :i ":30^1/16" 9' 4 15/16" _ . 1 il . .,, l i � I -1 _ _. m 5 1 2" A (SB 1.2-6) A-A 10' 8" • St. 1.2 (UPPER AUX): SB 1.2-6 W 16x26 A992-50 (10) [Deformed # 4 @ 1' 0"] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 10'8" 10 1 1'51/64" Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 14.5 106.0 kip 0.136 Pass Flexure Major 12 18.1 165.7 kip ft 0.109 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Slab 12 0.009 0.533 in 0.018 Pass Deflection Dead 12 0.003 0.356 in 0.008 Pass Deflection Live 12 0.010 0.356 in 0.029 Pass Tekla Structural Designer,version: 18.0.5.4 110 PC2-134 Item 14 S g iu.e tSC TlGARD Joh Ref. ] HIGH ,w ekia ...._ __._.. ........ ............ ............ .......... ......... __ --.... _..... .................. S u,,ur,: Re,,t e Structural Designer TIGARD HIGH{SCHOOL Paget/?_ Catena Consulting, ,tY 9/21/2018 513 1.2-153 S3 54 17' 2" A 17' 0" 17' 2" \-(11 - Or-\&r-\9r-N`nEr'�^n'('�°�1 Sam`/-'�trr-\gr-0 ti r. i ), ti y 5 ,A (5B 1.2-153) A-A 17' 2" St. 1_2 (UPPER AUX): SB 1.2-153 W 14x22 A992-50 (17) fOeformed # 4 @ 1' 0") • Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 17'2" 17 1 1 Static Summary W 14x22(17) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.291 Pass Classification 12 Compact - - - Pass Vertical Shear 12 15.4 94.5 kip 0.163 Pass Flexure 12 66.0 231.9 kip ft 0.284 Pass Connector Resistance 12 8 17 - Pass Deflection Self weight 12 0.008 - in - - Deflection Slab 12 0.186 0.858 in 0.216 Pass Deflection Dead 12 0.021 0.572 in 0.037 Pass Deflection Live 12 0.071 0.572 in 0.124 Pass Deflection Post Composite 12 0.093 0.572 in 0.162 Pass Deflection Total 12 0.286 0.858 in 0.333 Pass Construction Stage W 14x22(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Tekla Structural Designer,version: 18.0.5.4 PC2-135 Project lob Ref. • 1-IGARD HIGH SCHOOL 2016135 ar Talo .... __... .----. ..._ ........-- ., Nip � u..f�a�t St,,,et rtu ?IGARD HIGH SCHOOL Page 2/2 Structural *otter Cak,Si Cate Catena Consulting Engineers LY 9/21/201S Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Compact - - - Pass Shear Major 1 7.8 94.5 kip 0.083 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 33.6 124.5 kip ft 0.270 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.008 - in - - Deflection Total 1 0.250 0.858 in 0.291 Pass III Tekla Structural Designer,version: 18.0.5.4 • PC2-136 S P Uicct .SC ,^.b Ref . 1"€GIRD HIGHHISCHOOL .......2016135 Allir TeIda , l Designer. T€GARD HIGH SCHOOL Page 1/2 Calc.be Dat. iS 9/21./2018 Catena Coating1ngineert SB 1.2-203 #35395 57 11' ie" NA 17' 0" 11' 10" �i - - 1 to n 1 F,a , m m 1. _ - 4 j�A (SB 1.2-203) A-A • 11' 10" St. 1.2 (UPPER AUX): SB 1.2-203 W 12x19 A992-50 (11) [Deformed # 4 @ 1' 011 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 11'10" 11 1 1 Static Summary W 12x19(11) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.241 Pass Classification 12 Compact - - - Pass Vertical Shear 13 14.9 86.0 kip 0.173 Pass Flexure 13 44.0 163.3 kip ft 0.269 Pass Connector Resistance 12 5 11 - Pass Deflection Self weight 12 0.002 - in - - Deflection Slab 12 0.092 0.592 in 0.156 Pass Deflection Dead 12 0.011 0.394 in 0.029 Pass • Tokio Structural Designer,version: 18.0.5.4 PC2-137 0 3'1Gt1RII HIGH SCHOOL 707 6139 e3.3eirc ah;et;c:. TIGARD HIGH SCHOOL , I Page VS Structural Designer .aic by DaLz Catena Consulting Engineers lY 912112018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Live 12 0.038 0.394 in 0.096 Pass Deflection Post Composite 12 0.049 0.394 in 0.124 Pass Deflection Total 12 0.144 0.592 in 0.243 Pass Construction Stage W 12x19(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 7.5 86.0 kip 0.088 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 22.3 92.6 kip ft 0.241 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Total 1 0.123 0.592 in 0.207 Pass 410 Tekla Structural Designer,version: 180,5.4 • PC2-138 • Tekla n...,�t ioh,iQf. 1'3Gf�RD HIGH SCHOOL illir Structural Designer TIGARD HIGH SCHOOL. Pae 1/2 CaDain, _............ Catera Consuiting Engineers ,IY 9/21./2018 SB 1.2-313 SB 234 9' 8 15/16" 1A 17' 0" 9' 8 15/16" r—, r--\I n(r--\ r,Il r--,, r-\f r—\II oo T r,i N r. 0 .i L 4.. A (5B 1.2-313) A-A i • 9' 8 15/16" St. 1.2 (UPPER AUX): SB 1.2-313 W 12x14 A992-50 (9) [Deformed # 4 @ 1' 0"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 9'8 7/8" 9 1 1 Static Summary W 12x14(9) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.092 Pass Classification 12 Compact - - - Pass Vertical Shear 13 4.8 64.3 kip 0.075 Pass Flexure 13 11.8 120.0 kip ft 0.098 Pass Connector Resistance 12 4 9 - Warning_ Deflection Self weight 12 0.001 - in - - Deflection Slab 12 0.025 0.487 in 0.051 Pass Deflection Dead 12 0.003 0.325 in 0.011 Pass Deflection Live 12 0.011 0.325 in 0.034 Pass • Tekla Structural Designer,version:18.0.5.4 PC2-139 i Prefect doe Ref • 1'iGhRD i{lGH SCHOOL 1096235 ar TeIdaStructure Sheet no Structural Designer SCHOOL Page 2/2 Ca C.by =Date Catena Consulting Engineer's 1Y 9/2112018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Post Composite 12 0.014 0.325 in 0.044 Pass Deflection Total 12 0.040 0.487 in 0.083 Pass Construction Stage W 12x14(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 2.5 64.3 kip 0.038 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 6.0 65.2 kip ft 0.092 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.033 0.487 in 0.068 Pass III 1 Tekla Structural Designer,version: 3.8.0.5.4 Ill PC2-140 • -t ra;eU SC PlGi;at�Ref. j ......" tif�lJ HIGH n.,turz:_... .""0 e"a_ Structural Designer 3 HIGH SCHOOL. Pagel/2 Catena Cansutine'Cng,neeL9 .{Y 9,/2112015 SB 2-311 #20134 N3 10' 10 11/16" NA 24' 0" 10' 10 11/16" • A (SB 2-311) A-A 10' 10 11/16" St. 2 (UPPER LEVEL): SB 2-311 W 16x40 A992-50 (11) JDeformed # 4 @ 1' 0"] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 10'10 5/8" 11 1 1'0" Static Summary W 16x40(11(11)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.003 Pass Classification 12 Compact - - - Pass Vertical Shear 13 0.3 146.4 kip 0.002 Pass Tekla Structural Designer,Version:18,0.5.4 PC2-141 Edi Cji'.Gt :;111 Rf'.i.SCHOOL • r Tekla - HOARD HIGH 2016135 ................. n,u_tura... St.:,,t no. truce€ rat Winer TE t;:�i)"S HIGH SCHOOL Page 2/2 SCab;by :.;ate iv P 22/2015 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Flexure 13 0.9 321.2 kip ft 0.003 Pass Connector Resistance 12 5 11(11) - Pass Deflection Self weight 12 0.001 - in - - Deflection Total 12 0.001 0.544 in 0.002 Pass Construction Stage W 16x40(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.3 146.4 kip 0.002 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 0.8 273.7 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.544 in 0.002 Pass • Tokio Structural Designer,version. 18.0.5.4 • PC2-142 0 ,Pro;eet Job Ref t iGt;gD HIGH SCHOOL 2016135 Alr T I4 Structural Designer 00660 HIGH SCHOOL Page 1/2 :..ii.by !Oat,., Catena Consulting Engineers JY 101/2018 SB2-416 N2 ;A is 24' 0" 9' 0., .-1Y . m M - ...6 1 2" >A (SB2-416) A-A • St. 2 (UPPER LEVEL) : SB2-416 W 12x26 A992-50 (9) 'Deformed # 4 @ 1' 0"] Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 7/8" 3/4" 4 1/2" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance ft in] 0" 9'0" 9 1 1'0" Static Summary W 12x26(9(9)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.003 Pass Classification 12 Compact - - - Pass Vertical Shear 12 0.2 84.2 kip 0.002 Pass Flexure 12 0.4 205.9 kip ft 0.002 Pass Connector Resistance 12 4 9(9) - Pass Deflection Self weight 12 0.001 - in - - Deflection Total 12 0.001 0.450 in 0.002 Pass Construction Stage W 12x26(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Flexural Classification 1 Compact - - - Pass Tela Structural Designer,version: 18.0.5.4 PC2-143 roec:t I sob Ref. Alw ki .n. HOARD HIGH SCHOOL 2018135 0 a G.,.ure :�..:r*i arc,. Structural Designer TIG RD HIGH SCHOOL Page 2/2 :..ac by ,,.,t Catena Consulting Engineer, 1Y 9,'27.;`20x5 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 0.2 84.2 kip 0.002 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 0.4 136.0 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.450 in 0.002 Pass • Tokio Structural Designer;version: 8.0.5.4 • PC2-144 • I Frcect i lob Ref. a a f IGARD HIGH SCHOOL 2016135 t Tek She. ..�.�. TIGARD HIGH SCHOOL pyre 212 Structural Designer o<<,..,y Date Catena Consulting Engineers Li 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Total 12 0.024 0.533 in 0.045 Pass • • Tekla Structural Designer,version: 18.0.5.4 PC2-145 Item 30 Project Name: CD Level Calcs Page 1 of 1 IIIModel: TYPE 19-8" Date:09/12/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# z Strong-Tie screws to 12-14 �' Support Reaction(Ib) Connector stud Anchors R1 320.00 No Solutions - - \ R2 320.00 SCB47.5 2 2 Total Vertical Shear Carried by Connectors(Ib) : 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 16.00 40.00 Span LSUBH3.25(Min) 0.66 Shear and Web Crippling Checks o Bending and Shear(Unstiffened): 15.3%Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I I z 1 Ill Section : 800S162-54 Single C Stud Fy=50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Intertia, I=5.60 in^4 Va=2091.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1280.0 0.417 1280.0 _ 60.0 2411.8 0.531 0.250 1/768 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 192.0 2734.3 0.468 III SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com PC2-146 Item 39 • .Prosect iob Ref. 'PIGRf2D HIGH SCHOOL 201b135 ,r Tekla' Structur, ... ..._. .......... ............... _...... ......_ _........ .____ Structural Designer. HO RC HIGH SCHOOL Page 1/0 C'a by plate Catena Consulting Engineers .I3' 9/20/2018 Steel Column Design Column Design Summary Static Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC SP/59.2 SCR122 1 W 8x31 A992-50 14'0" 0.540 Pass SC SP/S9.2 SCR122 2 W 8x31 A992-50 14'1 3/4" 0.152 Pass SC SP/S11 SCR12 1 W 8x31 A992-50 14'0" 0.623 Pass SC SP/S11 SCR12 2 W 8x31 A992-50 14'1 3/4" 0.144 Pass SC SP/S12 SCR207 1 W 8x31 A992-50 14'0" 0.393 Pass SC SP/S12 SCR207 2 W 8x31 A992-50 9'7 3/4" 0.161 Pass SC SP/S12 SCR207 3 W 8x31 A992-50 4'6" 0.120 Pass SC SO/S12 SCR195 1 W 8x31 A992-50 11'6" 0.501 Pass SC SO/S12 SCR195 2 W 8x31 A992-50 2'6" 0.501 Pass SC SO/S12 SCR195 3 W 8x31 A992-50 9'7 3/4" 0.152 Pass SC SO/S12 SCR195 4 W 8x31 A992-50 4'6" 0.152 Pass SC SO/S11 SCR9 1 W 8x31 A992-50 14'0" 0.817 Pass III SC SO/S11 SCR9 2 W 8x31 A992-50 14'1 3/4" 0.199 Pass SC S11/SN SCR3 1 W 8x31 A992-50 14'0" 0.718 Pass SC 511/SN SCR3 2 W 8x31 A992-50 14'1 3/4" 0.180 Pass SC SM/S8 SCR2 1 W 8x31 A992-50 14'0" 0.601 Pass SC SM/S8 SCR2 2 W 8x31 A992-50 15'8" 0.409 Pass SC SM/S9.2 SCR175 1 W 8x31 A992-50 11'6" 0.642 Pass SC SM/S9.2 SCR175 2 W 8x31 A992-50 2'6" 0.642 Pass SC SM/S9.2 SCR175 3 W 8x31 A992-50 14'13/4" 0.284 Pass SC SM/S11 SCR125 1 W 8x31 A992-50 14'0" 0.541 Pass SC SM/S11 SCR125 2 W 8x31 A992-50 14'13/4" 0.126 Pass SC SM/S7 SCR147 1 W 8x31 A992-50 14'0" 0.614 Pass SC SM/S7 SCR147 2 W 8x31 A992-50 16'4" 0.520 Pass SC SC/S8 SCR191 1 W 8x31 A992-50 14'0" 0.673 Pass SC SC/S8 SCR191 2 W 8x31 A992-50 15'8" 0.406 Pass SC SJ/S7 SCR17 1 W 8x31 A992-50 7'0" 0.392 Pass SC SJ/S7 SCR17 2 W 8x31 A992-50 7'0" 0.392 Pass SC SJ/S7 SCR17 3 W 8x31 A992-50 16'4" 0.214 Pass SC SJ/58 SCR124 1 W 8x31 A992-50 14'0" 0.498 Pass SC SJ/S8 SCR124 2 W 8x31 A992-50 15'8" 0.156 Pass SC SJ/S9 SCR110 1 W 8x31 A992-50 14'0" 0.515 Pass SC SJ/S9 SCR110 2 W 8x31 A992-50 14'5 5/8" 0.088 Pass SC SJ/S10 SCR67 1 W 8x31 A992-50 14'0" 0.285 Pass SC SJ/510 SCR67 2 W 8x31 A992-50 13'7/8" 0.126 Pass SC SF/S7 SCRS 1 W 8x31 A992-50 14'0" 0.134 Pass 0 Tekla Structural Designer,version: 18.0.2.5 PC2-147 i'as.,ct Job F,+zf. k1"3C�A'U HIGHSCHOOL 2016135 • u.u'a.._ 4h..Dt nc. eAan HIGH SCHOOL Page 2/s Structural Designer .a,Dy 'UaiD Catena Consulting .tl�.=.fs?'CYS 31' )f?�<r3��. Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC SF/510 SCR128 1 W 8x31 A992-50 14'0" 0.440 Pass SC SF/S10 SCR128 2 W 8x31 A992-50 13'7/8" 0.150 Pass SC S1/S3 SCR74 1 W 8x31 A992-50 7'0" 0.139 Pass SC SJ/53 SCR74 2 W 8x31 A992-50 7'0" 0.139 Pass SC 51/S3 SCR74 3 W 8x31 A992-50 6'11 1/4" 0.139 Pass SC 51/S3 SCR74 4 W 8x31 A992-50 7'3/4" 0.085 Pass SC SL/S7 SCR127 1 W 8x31 A992-50 14'0" 0.408 Pass SC SL/S7 SCR127 2 W 8x31 A992-50 16'4" 0.106 Pass SC SL/S6 SCR5 1 W 8x31 A992-50 14'0" 0.598 Pass SC SL/S5 SCR5 1 W 8x31 A992-50 14'0" 0.602 Pass SC SL/S3 SCR16 1 W 8x31 A992-50 14'0" 0.189 Pass SC SL/S3 SCR16 2 W 8x31 A992-50 14'0" 0.060 Pass SC SL/S8 SCR144 1 W 8x31 A992-50 14'0" 0.488 Pass SC SL/S8 SCR144 2 W 8x31 A992-50 15'8" 0.190 Pass SC SL/S9.2 SCR175 1 W 8x31 A992-50 11'6" 0.222 Pass SC SL/59.2 SCR175 2 W 8x31 A992-50 2'6" 0.197 Pass SC SL/S9.2 SCR175 3 W 8x31 A992-50 14'1 3/4" 0.110 Pass • SC SA/C3.6 SCR133 1 HSS 12x12x3/8 A500B-46 14'0" 0.026 Pass SC SA/C3.6 SCR133 2 HSS 12x12x3/8 A500B-46 14'0" 0.026 Pass SC NE/N1 SCR162 1 HSS 8x8x3/8 A500B-46 14'0" 0.118 Pass SC NE/N1 SCR162 2 HSS 8x8x3/8 A500B-46 14'0" 0.118 Pass SC NE/N2 SCR91 1 W 8x31 A992-50 14'0" 0.489 Pass SC NE/N2 SCR91 2 W 8x31 A992-50 14'0" 0.191 Pass SC NE/N3 SCR91 1 W 8x31 A992-50 14'0" 0.524 Pass SC NE/N3 SCR91 2 W 8x31 A992-50 14'0" 0.202 Pass SC NE/N4 SCR91 1 W 8x31 A992-50 14'0" 0.619 Pass SC NE/N4 SCR91 2 W 8x31 A992-50 14'0" 0.246 Pass SC NB/N3 SCR32 1 W 8x31 A992-50 14'0" 0.653 Pass SC NB/N3 SCR32 2 W 8x31 A992-50 14'0" 0.168 Pass SC NB/N4 SCR32 1 W 8x31 A992-50 14'0" 0.535 Pass SC NB/N4 SCR32 2 W 8x31 A992-50 14'0" 0.197 Pass SC NA/N5 SCR209 1 Pipe STD 6 A500B-42 14'0" 0.071 Pass SC CE/C1 SCR5 1 W 8x31 A992-50 14'0" 0.220 Pass SC SC/S5 SCR136 1 W 8x31 A992-50 17'2 1/2" 0.248 Pass SC SC/55 SCR136 2 W 8x31 A992-50 7'10 5/8" 0.096 Pass SC NB/N10 SCR20 1 W 8x31 A992-50 14'0" 0.157 Pass SC NB/N10 SCR20 2 W 8x31 A992-50 20'0" 0.128 Pass SC NB/N11 SCR167 1 W 8x31 A992-50 14'0" 0.085° Pass SC NB/N11 SCR167 2 W 8x31 A992-50 20'0" 0.062 Pass SC NC/N6 SCR91 1 W 8x31 A992-50 14'0" 0.862 Pass Tekia Structural Designer,version: 180.2.5 • PC2-148 • : Project SCHOOLI inn flet. 1'IGfiRD HIGHHHI20166135 IV Telda ..rart.a c sheet Structural Designer TI ACRD HIGH SCHOOL. Page 3/8 Catena Consulting Engineers is 9/20/2018 Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC NC/N6 SCR91 2 W 8x31 A992-50 14'0" 0.277 Pass SC S8.8/SG SCR5 1 W 8x31 A992-50 14'0" 0.686 Pass SC NB/N6 SCR91 1 W 8x31 A992-50 14'0" 0.663 Pass SC NB/N6 SCR91 2 W 8x31 A992-50 14'0" 0.168 Pass SC NE/N6 SCR91 1 W 8x31 A992-50 14'0" 0.307 Pass SC NE/N6 SCR91 2 W 8x31 A992-50 14'0" 0.146 Pass SC NE/N5 SCR91 1 W 8x31 A992-50 14'0" 0.560 Pass SC NE/N5 SCR91 2 W 8x31 A992-50 14'0" 0.222 Pass SC NC/N7 SCR91 1 W 8x31 A992-50 14'0" 0.860 Pass SC NC/N7 SCR91 2 W 8x31 A992-50 14'0" 0.276 Pass SC NB/N7 SCR91 1 W 8x31 A992-50 14'0" 0.665 Pass SC NB/N7 SCR91 2 W 8x31 A992-50 14'0" 0.168 Pass SC NB/N8 SCR91 1 W 8x31 A992-50 14'0" 0.678 Pass SC NB/N8 SCR91 2 W 8x31 A992-50 14'0" 0.168 Pass SC NC/N8 SCR91 1 W 8x31 A992-50 14'0" 0.867 Pass SC NC/N8 SCR91 2 W 8x31 A992-50 14'0" 0.283 Pass • SC C4/CB SCR57 1 W 8x40 A992-50 28'0" 0.674 Pass SC C4/CC SCR106 1 W 8x40 A992-50 14'0" 0.463 Pass SC C4/CC SCR106 2 W 8x40 A992-50 14'0" 0.463 Pass SC C4/CD SCR47 1 W 8x40 A992-50 14'0" 0.458 Pass SC C4/CD SCR47 2 W 8x40 A992-50 14'0" 0.458 Pass SC C4/CE SCR59 1 W 8x31 A992-50 14'0" 0.341 Pass SC C4/CE SCR59 2 W 8x31 A992-50 14'0" 0.341 Pass SC SC/59 SCR4 1 W 8x31 A992-50 14'0" 0.650 Pass SC SC/S9 SCR4 2 W 8x31 A992-50 14'5 5/8" 0.167 Pass SC C2/CE SCR5 1 W 8x31 A992-50 14'0" 0.120 Pass SC C2/CD SCR5 1 W 8x31 A992-50 14'0" 0.165 Pass SC CO/CA SCR5 1 W 8x31 A992-50 14'0" 0.174 Pass SC C2/CC SCRS 1 W 8x31 A992-50 14'0" 0.157 Pass SC C2/CB SCR5 1 W 8x31 A992-50 14'0" 0.090 Pass SC SB/S4 SCR135 1 W 8x31 A992-50 14'5 7/8" 0.284 Pass SC SB/S6 SCR108 1 W 8x31 A992-50 20'2 1/8" 0.411 Pass SC SB/S5 SCR192 1 W 8x31 A992-50 17'2 1/2" 0.316 Pass SC S2/SA.7 SCR140 1 W 8x31 A992-50 13'9 1/8" 0.345 Pass SC SC/S2 SCR26 1 W 8x31 A992-50 13'9 1/8" 0.282 Pass SC SC/S2 SCR26 2 W 8x31 A992-50 11'4" 0.100 Pass SC SE/S2 SCR72 1 W 8x31 A992-50 13'9 1/8" 0.152 Pass SC SE/S2 SCR72 2 W 8x31 A992-50 11'10 1/2" 0.058 Pass SC SO/S7 SCR46 1 W 8x31 A992-50 16'4" 0.383 Pass CLRM CP N12/NB SCR170 1 Pipe STD 6 A500B-42 14'0" 0.125 Pass e�P�Structural[?e version: � III Designer,��erStG�t�. �8.0.2. PC2-149 P,c,!eci rota t?eE • 1100PD HIGHSCHOOL 2016135 T F. .t u..fury ............. Sf,;:et n:a. LtCt€Fl i3"# E" TIGARD HIGH SCHOOL Page 4/8 Cab:by Date iv 9/20/2018 Catena Consulting Engineers Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC SO/S6 SCR13 1 W 8x31 A992-50 18'1" 0.338 Pass SC SO/S5 SCR187 1 W 8x31 A992-50 16'6 3/8" 0.245 Pass SC SO/S3 SCR48 1 W 8x31 A992-50 14'0" 0.108 Pass SC S4/SL.2 SCRS 1 W 8x31 A992-50 14'0" 0.660 Pass SC SF/S9 SCR5 1 W 8x31 A992-50 14'0" 0.537 pass SC SE/S9 SCR5 1 W 8x31 A992-50 14'0" 0.546 Pass SC SE/S7 SCR5 1 W 8x31 A992-50 14'0" 0.109 Pass SC S12/SN SCR189 1 W 8x31 A992-50 11'6" 0.244 Pass SC S12/SN SCR189 2 W 8x31 A992-50 2'6" 0.233 Pass SC S12/SN SCR189 3 W 8x31 A992-50 9'7 3/4" 0.092 Pass SC S12/SN SCR189 4 W 8x31 A992-50 4'6" 0.092 Pass SC S1/SJ SCR6 1 W 8x31 A992-50 13'2 1/8" 0.117 Pass CLRM CP N12 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.116 Pass CLRM CP N11.1 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.136 Pass CLRM CP N9.5 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.067 Pass CLRM CP N9 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.226 Pass CLRM CP N8 SCR170 1 Pipe STD 6 A5006-42 14'0" 0.196 Pass • SC NB/N1 SCR173 1 W 8x31 A992-50 28'0" 0.287 Pass CLRM CP N10.2 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.127 Pass CLRM CP N8.5 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.036 Pass CLRM CP N7.5 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.118 Pass SC N10/NB.7 SCR18 1 W 8x31 A992-50 14'0" 0.485 Pass SC N10/NB.7 SCR18 2 W 8x31 A992-50 20'0" 0.296 Pass N10/CB.7 SCR32 1 W 8x31 A992-50 14'0" 0.554 Pass N10/CB.7 SCR32 2 W 8x31 A992-50 14'0" 0.235 Pass SC C3/CB SCR56 1 W 8x31 A992-50 14'0" 0.276 Pass SC C3/CB SCR56 2 W 8x31 A992-50 14'0" 0.276 Pass SC C3/CC SCR204 1 W 8x40 A992-50 14'0" 0.458 Pass SC C3/CC SCR204 2 W 8x40 A992-50 14'0" 0.458 Pass SC C3/CD SCR105 1 W 8x40 A992-50 14'0" 0.458 Pass SC C3/CD SCR105 2 W 8x40 A992-50 14'0" 0.458 Pass SC C3/CE SCR3 1 W 8x31 A992-50 14'0" 0.341 Pass SC C3/CE SCR3 2 W 8x31 A992-50 14'0" 0.341 Pass SC SD/S2 SCR142 1 HSS 8x8x3/8 A500B-46 13'9 1/8" 0.319 Pass SC SD/S2 SCR142 2 HSS 8x8x3/8 A500B-46 11'4" 0.319 Pass SC SD/S4 SCR200 1 HSS 8x8x3/8 A500B-46 14'5 7/8" 0.594 Pass SC SD/S4 SCR200 2 HSS 8x8x3/8 A500B-46 10'7 1/8" 0.594 Pass SC SD/S6 SCR97 1 HSS 8x8x3/8 A500B-46 20'2 1/8" 0.593 Pass SC 50/56 SCR97 2 HSS 8x8x3/8 A500B-46 4'11" 0.593 Pass SC SD/S7 SCR98 1 HSS 8x8x3/8 A500B-46 7'0" 0.192 Pass Tekla Structural Designer,version:18.0.2.5 III PC2-150 • Frod e:* .Jog 'Of. "Elt31tR{J€ (H SCHOOL 2096135 laTOW .... ......... ...... .. .. ......... ___ ......___ Structural Dsinr €r} rzo HIGH SCHOOL F;e stx Ca:c.Sy....... Dat,? ........ __.._.... Catena Consulting Engineers C,' 9/20/2018 Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC SD/S7 SCR98 2 HSS 8x8x3/8 A500B-46 16'4" 0.192 Pass SC SD/S7 SCR98 3 HSS 8x8x3/8 A500B-46 1'9" 0.192 Pass SC SH/S4 SCR73 1 HSS 8x8x3/8 A500B-46 7'0" 0.769 Pass SC SH/S4 SCR73 2 HSS 8x8x3/8 A500B-46 21'115/8" 0.769 Pass SC SH/S4 SCR73 3 HSS 8x8x3/8 A500B-46 3'1 1/2" 0.769 Pass SC SH/S5 SCR121 1 HSS 8x8x3/8 A500B-46 7'0" 0.552 Pass SC SH/S5 SCR121 2 HSS 8x8x3/8 A500B-46 23'6 3/8" 0.552 Pass SC SH/S5 SCR121 3 HSS 8x8x3/8 A500B-46 1'6 3/4" 0.552 Pass SC SH/S6 SCR44 1 HSS 8x8x3/8 A500B-46 7'0" 0.674 Pass SC SH/S6 SCR44 2 HSS 8x8x3/8 A500B-46 25'1" 0.674 Pass SC SH/S7 SCR50 1 HSS 8x8x3/8 A500B-46 7'0" 0.140 Pass SC SH/S7 SCR50 2 HSS 8x8x3/8 A500B-46 7'0" 0.140 Pass SC SH/S7 SCR50 3 HSS 8x8x3/8 A500B-46 16'4" 0.095 Pass SC SH/S7 SCRS0 4 HSS 8x8x3/8 A500B-46 1'9" 0.059 Pass SC S9.2/SB SCR3 1 W 8x31 A992-50 14'0" 0.389 Pass SC 59.2/SB SCR3 2 W 8x31 A992-50 14'15/8" 0.172 Pass • SC SA/58.5 SCR155 1 HSS 4x4x1/4 A500B-46 7'0" 0.134 Pass SC C3/CA SCR56 1 W 8x40 A992-50 14'0" 0.371 Pass SC C3/CA SCR56 2 W 8x40 A992-50 14'0" 0.250 Pass SC S2/CF.6 SCR1 1 W 8x31 A992-50 13'9 1/8" 0.158 Pass SC S4/SC SCR96 1 W 8x31 A992-50 14'5 7/8" 0.191 Pass SC S4/SC SCR96 2 W 8x31 A992-50 10'7 1/8" 0.149 Pass SC C5/CE SCRS 1 W 8x31 A992-50 14'0" 0.058 Pass SC SB/S7 SCR115 1 W 8x31 A992-50 14'0" 0.258 Pass SC SB/S7 SCR115 2 W 8x31 A992-50 16'4" 0.147 Pass SC N5/NE.1 SCR1 1 HSS 6x6x3/8 A992-50 14'0" 0.750 Pass SC SA/C3.3 SCR133 1 HSS 12x12x3/8 A500B-46 14'0" 0.028 Pass SC SA/C3.3 SCR133 2 HSS 12x12x3/8 A500B-46 14'0" 0.028 Pass SC NA/N7 SCR170 1 Pipe STD 6 A500B-42 14'0" 0.111 Pass SC S1/SE SCR6 1 W 8x31 A992-50 13'2 1/8" 0.123 Pass SC SL/S6.5 SCRS 1 HSS 4x4x3/8 A992-50 14'0" 0.925 Pass SC NA/N4.5 SCR209 1 Pipe STD 6 A500B-42 14'0" 0.038 Pass SC SH/S2 SCR141 1 HSS 8x8x3/8 A500B-46 13'9 1/8" 0.167 Pass SC SH/S2 SCR141 2 HSS 8x8x3/8 A500B-46 11'4" 0.167 Pass SC C1/CF SCR1 1 W 8x31 A992-50 14'0" 0.167 Pass SC N6/NE.1 SCR1 1 HSS 6x6x3/8 A992-50 14'0" 0.323 Pass SC NA/N6 SCR209 1 Pipe STD 6 A500B-42 14'0" 0.089 Pass SC SA/S4 SCR1 1 W 8x31 A992-50 14'5 7/8" 0.225 Pass SC C5/CF SCR1 1 W 8x31 A992-50 14'0" 0.057 Pass SC ND/N5 SCR12 1 W 8x31 A992-50 14'0" 0.753 Pass • Tekla Structural Designer,version: 18.0.2.5 PC2-151 •FIG:,RU HIGH SCHOOL 2016135 Aw TAW' Structural Designer TIGARD €: {SCHOOL Page 6,18 takc.by Gate, Catena Ctaraoitotg Eniv 4I201 t3 Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC ND/N5 SCR12 2 W 8x31 A992-50 14'0" 0.193 Pass SC NA/N4 SCR209 1 Pipe STD 6 A500B-42 14'0" 0.066 Pass SC ND/N1 SCR208 1 HSS 8x8x3/8 A500B-46 14'0" 0.146 Pass SC ND/N1 SCR208 2 HSS 8x8x3/8 A5008-46 14'0" 0.089 Pass SC ND/N2 SCR12 1 W 8x31 A992-50 14'0" 0.718 Pass SC ND/N2 SCR12 2 W 8x31 A992-50 14'0" 0.194 Pass SC ND/N3 SCR12 1 W 8x31 A992-50 14'0" 0.853 Pass SC ND/N3 SCR12 2 W 8x31 A992-50 14'0" 0.274 Pass SC CC/C1 SCRS 1 W 8x31 A992-50 14'0" 0.255 SC CO/CAA SCRS 1 W 8x31 A992-50 14'0" 0.171 Pass SC ND/N5.6 SCR3 1 W 8x31 A992-50 14'0" 0.521 Pass SC ND/N5.6 SCR3 2 W 8x31 A992-50 14'0" 0.153 Pass SC 51/SA.7 SCR6 1 W 8x31 A992-50 13'2 1/8" 0.157 Pass SC SA/58.8 SCR181 1 HSS 4x4x1/4 A500B-46 7'0" 0.138 GYM CPY CD.2 SCR25 1 W 6x20 A992-50 11'2" 0.061 Pass SC SA/S7 SCR112 1 W 8x31 A992-50 7'0" 0.434 Pass SC SA/S7 SCR112 2 W 8x31 A992-50 16'4" 0.434 Pass • SC C4/SA SCR143 1 W 8x31 A992-50 14'0" 0.127 Pass SC C4/SA SCR143 2 W 8x31 A992-50 14'0" 0.127 Pass SC C2/CF SCR1 1 W 8x31 A992-50 14'0" 0.094 Pass SC 53.5/SJ SCR206 1 HSS 4x4x3/8 A500B-46 7'0" 0.067 Pass SC ND/N7 SCR12 1 W 8x31 A992-50 14'0" 0.713 Pass SC ND/N7 SCR12 2 W 8x31 A992-50 14'0" 0.195 Pass SC N9/ND SCR194 1 Pipe XS 6 A500B-42 14'0" 0.256 Pass SC N9/ND SCR194 2 Pipe XS 6 A500B-42 6'0" 0.256 Pass SC ND/N4 SCR12 1 W 8x31 A992-50 14'0" 0.854 Pass SC ND/N4 SCR12 2 W 8x31 A992-50 14'0" 0.274 Pass SC NC/N1 SCR133 1 HSS 8x8x3/8 A500B-46 14'0" 0.098 Pass SC NC/N1 SCR133 2 HSS 8x8x3/8 A500B-46 14'0" 0.096 Pass SC SL/S9.8 SCR176 1 HSS 4x4x1/4 A500B-46 11'6" 0.182 Pass SC CF.6/59.2 SCR33 1 HSS 4x4x1/4 A500B-46 21'17/8" 0.519 Pass SC S13/SN SCR43 1 W 8x31 A992-50 11'6" 0.082 Pass SC 513/5N SCR43 2 W 8x31 A992-50 12'13/4" 0.041 Pass SC C3/SA SCR32 1 W 8x31 A992-50 14'0" 0.127 Pass SC C3/SA SCR32 2 W 8x31 A992-50 14'0" 0.127 Pass SC 59.2/SA.5 SCR3 1 W 8x31 A992-50 14'0" 0.150 Pass SC 59.2/SA.5 SCR3 2 W 8x31 A992-50 14'15/8" 0.082 Pass SC N10.3/CB.9 SCR35 1 W 6x20 A53B-35 14'0" 0.082 Pass SC N10.3/CB.9 SCR35 2 W 6x20 A53B-35 14'0" 0.046 Pass SC SD/S5 SCR99 1 HSS 8x8x3/8 A500B-46 17'2 1/2" 0.594 Pass `ekla Structural Designer,version: 18.0.2.5 • PC2-152 • TIGFtRD 191613 SCHOOL 200,135 ar 404/ Te & ..r_turt: Si,e:rc. TIG„RD HIGH SCHOOL Rage 7/8 Structural "finer Catena Consulting Engineers ,IY 9120/2018 Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC SD/S5 SCR99 2 HSS 8x8x3/8 A500B-46 7'10 5/8" 0.594 Pass SC CD/C1 SCRS 1 W 8x31 A992-50 14'0" 0.255 Pass SC S1/CF.6 SCR6 1 W 8x31 A992-50 13'2 1/2" 0.108 Pass SC S1/SC SCR6 1 W 8x31 A992-50 13'2 1/8" 0.151 Pass SC C5/SA SCR5 1 W 8x31 A992-50 14'0" 0.048 Pass SC C3.5/CA SCR34 1 HSS 6x6x3/8 A500B-46 14'0" 0.554 Pass SC N6.5/NE.1 SCR34 1 HSS 4x4x1/2 A500B-46 14'0" 0.493 Pass SC 59.2/SN SCR3 1 W 8x31 A992-50 14'0" 0.690 Pass SC 59.2/SN SCR3 2 W 8x31 A992-50 14'1 3/4" 0.194 Pass Was previously sc CF.6/58 SCR183 1 HSS 4x4x5/16 A500B-46 22'8" 0.989 Pass < HSS4x4x1/4. Update GYM CPY CD.6 SCR25 1 W 6x20 A992-50 11'2" 0.143 Pass S2.51. SC 513/50.5 SCR190 1 W 8x31 A992-50 11'6" 0.170 Pass SC S13/SO.5 SCR190 2 W 8x31 A992-50 12'13/4" 0.145 Pass GYM CPY CF.5 SCR25 1 W 8x31 A992-50 11'2" 0.034 Pass SC S6/SN.2 SCR1 1 W 10x49 A992-50 14'0" 0.430 Pass SC ND/N6 SCR12 1 W 8x31 A992-50 14'0" 0.280 Pass • SC ND/N6 SCR12 2 W 8x31 A992-50 14'0" 0.073 Pass SC C3/CF SCR3 1 W 8x31 A992-50 14'0" 0.336 Pass SC C3/CF SCR3 2 W 8x31 A992-50 14'0" 0.336 Pass GYM CPY CE.5 SCR25 1 W 6x20 A992-50 11'2" 0.112 Pass SC SP/s8 SCR123 1 W 8x31 A992-50 14'0" 0.529 Pass SC SP/58 SCR123 2 W 8x31 A992-50 15'8" 0.139 Pass SC S8/SN SCR2 1 W 8x31 A992-50 14'0" 0.549 Pass SC S8/SN SCR2 2 W 8x31 A992-50 15'8" 0.339 Pass SC 55/SN.2 SCR1 1 W 10x49 A992-50 14'0" 0.428 Pass SC S6/SA SCR109 1 W 8x31 A992-50 20'2 1/8" 0.447 Pass SC 55/5A SCR137 1 W 8x31 A992-50 17'2 1/2" 0.372 Pass SC ND/N6.2 SCR3 1 W 8x31 A992-50 14'0" 0.508 Pass SC ND/N6.2 SCR3 2 W 8x31 A992-50 14'0" 0.194 Pass SC SM/S4 SCR2 1 W 8x31 A992-50 14'0" 0.630 Pass SC SM/S4 SCR2 2 W 8x31 A992-50 14'115/8" 0.346 Pass SC 51/S4 SCR41 1 W 8x31 A992-50 7'0" 0.413 Pass SC 51/54 SCR41 2 W 8x31 A992-50 7'0" 0.413 Pass SC SJ/S4 SCR41 3 W 8x31 A992-50 14'115/8" 0.198 Pass SC SG/S7 SCR5 1 W 8x31 A992-50 14'0" 0.109 Pass SC SG/S8 SCR2 1 W 8x31 A992-50 14'0" 0.657 Pass SC SG/S8 SCR2 2 W 8x31 A992-50 15'8" 0.443 Pass SC SG/S10 SCR129 1 W 8x31 A992-50 14'0" 0.518 Pass SC SG/510 SCR129 2 W 8x31 A992-50 13'7/8" 0.157 Pass SC SO/S4 SCR119 1 W 8x31 A992-50 14'115/8" 0.227 Pass • Tekla Structural Designer,version:18,0.2.5 PC2-153 Proect iib Ref. • "CEG'tf'€3 HIGH SCHOOL 2616135 tru ural Designer; ri aE>HIGH SCHOOL Pogo 8/8 Co.l.bp '.Rata Catena Consulting Engineers l 1Y 9/20/2018 Member Reference Group Ref. Stack Section Grade Length Utilization Status [ft,in] SC S2/SJ SCR148 1 W 8x31 A992-50 13'9 1/8" 0.148 Pass SC C4/CA SCR3 1 W 8x31 A992-50 14'0" 0.715 Pass SC C4/CA SCR3 2 W 8x31 A992-50 14'0" 0.374 Pass SC SB/S8 SCR7 1 W 8x31 A992-50 14'0" 0.608 Pass SC SB/S8 SCR7 2 W 8x31 A992-50 15'8" 0.352 Pass SC C2/SA SCR177 1 HSS 4x4x1/4 A500B-46 14'0" 0.105 Pass SC C4/CF SCR3 1 W 8x31 A992-50 14'0" 0.336 Pass SC C4/CF SCR3 2 W 8x31 A992-50 14'0" 0.336 Pass SC S7/SN SCR1 1 W 10x68 A992-50 14'0" 0.257 Pass SC S4/SN.2 SCR1 1 W 8x31 A992-50 14'0" 0.774 Pass • Tekla Structural Designer,version: 18,0.2,5 III PC2-154 • • • 0‘.3 Item 41 .1 6 Xoo 4173 3 it ► N ► 7� 01)` 0 / iz/ Catena Consulting Engineers SK- 1 JY THS-Commons Canopy 6/S4.01 Sept 21, 2018 at 9:44 AM 2016135.00 Canopy Model.r3d PC2-164 • • • Z 4iti . 'i•N 0 \IAN° x r0�22 X tiss� Pki N . o �ieV 4 4 0,1,n v- ��22 %. 6 cel ,,0 w0 0CL CL /z/z/ X70 2 . X22 \14N° o c I 00 X zowi w CL 11CN o = I Afire' W CL CL ®®i/-/ ,-..ow Catena Consulting Engineers SK-2 JY THS-Commons Canopy 6/S4.01 Sept 21, 2018 at 9:45 AM 2016135.00 Canopy Model.r3d PC2-165 Company : Catena Consulting Engineers Sept 21, 2018 I I RISA, Designer : JY 9:43 AM Job Number 2016135.00 Checked By. III ;~ ; -,, ,tr,,,_FN.,. Model Name : THS-Commons Canopy 6/S4.01 Envelope AMC 14th(360-10):ASD Steel Code Checks Member Shape Code Check LocLft] LC Shear Ch... LocLLDir LC Pnc/om [k] Pnt/om[k] Mnyy/o... Mnzz/o... Cb Eqn 1 M2 HSS12X1... .108 12.5 1 1 .021 25 1 z 1 '335.987' 440.719 1148.551-148.55 1 H1-..I 2 M3 1 W10X22 1.563' 10 1 H1 .628 1.563 � -� z '� 1 �a 06.704 f 194.311 i 15.22 50.647 . � .356 � .049 3 M4 W10X12 1 062 0 z1 22.755 105.988 1 4.296 19.629 1.484 H1 i 4 M5 W10X12 1I .628 ,1.563 1; , .062 1 0 1_z 11 1 122.755 ` 105.988 4.296 19.629 1.484 H1-.. 5 M6 W10X22 .423 6.25 1 .046 12.5 z 1 76.164 194.311 15.22 43.961 1 1 ,H1-... _6 M7 j W10)(2 1 .423 6.25 1"" .046 j 12.5 j z'' 1 76.164 194.311_ 15.22 43.961 1 H1-.:. I __7 Mg HSS12X1... .064 0 ' 1 .009 0 z 1 534.163, 575.689 205.669205.669 1 H1-..: 8 M9 Hl �SS12X1. .064 I 0 _1 .009 _ 0 z 1 534.1631 575.689 1205.669205.669 1 H11-..' 9 M10 PIPE 6.0 .025 13 1 .000 0 1 ,109.804 155.689 26.447 26.447 1 H1-..1 _10 M11 PIPE 6.01 .047 1 13 , 1 , .000 0 , 4 109.804 155.689 126.447 26.447} 1 H1-.. 1 11 M12 PIPE 6.0 .028 1 13 1_ ' .000 0 1 97.535 1 130.778 1 22.216 '22.216 1 H1-... 1 12 M13 W10X22 .423 6.25 1J .028 1 76.164 194.311 15.22 43.961 1 H1-... .423 �6.25. 1�; 13 M14 W10X22 .028 12.5 z 1 76.164 194.311 1 15.22 43.9611 1 H1-.. . 1 III RISA-3D Version 17.0.0 [P:\...\...\calc\JY\Commons Canopy\Canopy Model.r3d] Page 1 PC2-166 • CD SB(E)Canopy.88 W 12x14 A992-50 0 „ Item 41 .3 g SB(E)Canopy-80 W 12x14 A992-50 SR(E)Canopy-87 4111 W 12x14 A992-50 Cs) M x r+4) cfl co -0 SB(E)Canopy-86 bn 4—X W 12x14 A992-50 SB(E)Canopy-83 t.airounameor 4 W 12x 14 A992-50 SB(E)Canopy-85 oi w12x14 A992-50 M >c > 113 (-) CD co (0 0 CD -0 -...1 SB(E)Canopy-84 © *ow W 12x14 A992-50 SB(E)Canopy-78 °T,111111•1111111111111111111111 W 12x14 A992-50 GYM CANOPY 3/S4.01 PC2-4111 §Project job Ref.Si0 "ClGt�RLl HIGH SCHOOL 26161.35 StructuralDesigner TtGA c Hi SCHOOL a€;e.114 Calc.by Diie JY 9,21.f2018 Catena Consulting Engineers Steel Beam Design Beams Non-Composite Rolled SB(E)Canopy-88 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.9 64.3 kip 0.045 Pass Flexure Major 14 8.1 20.1 kip ft 0.401 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.028 0.417 in 0.066 Pass Deflection Total 14 0.064 0.625 in 0.103 Pass SB(E)Canopy-87 Static SID Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 64.3 kip 0.057 Pass Flexure Major 14 11.4 19.9 kip ft 0.575 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.040 0.417 in 0.096 Pass Deflection Total 14 0.092 0.625 in 0.147 Pass SB(E)Canopy-86 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 64.3 kip 0.057 Pass Flexure Major 14 11.4 19.9 kip ft 0.575 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.040 0.417 in 0.096 Pass Deflection Total 14 0.092 0.625 in 0.147 Pass SB(E)Canopy-85 Static Tekla Structural Designer,version: 18.0.2.5 11111 PC2-156 0Project 'lab Ref. Te ,art ..T3GF�1'D HIGH SCHOOL 2016135 ar Structure Structural Designer. Tirk^n HEGH scrir�ot. Gage 2/4 talc.by i Crate Catera Consulting Engineers iv 9.!21./101;3 Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 64.3 kip 0.062 Pass Flexure Major 14 12.5 19.9 kip ft 0.628 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.044 0.417 in 0.105 Pass Deflection Total 14 0.101 0.625 in 0.161 Pass SB(E)Canopy-84 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 64.3 kip 0.062 Pass Flexure Major 14 12.5 19.9 kip ft 0.628 Pass • Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 in - Deflection Dead 12 0.044 0.417 in 0.105 Pass Deflection Total 14 0.101 0.625 in 0.161 Pass SB(E)Canopy-83 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 64.3 kip 0.062 Pass Flexure Major 14 11.1 20.1 kip ft 0.553 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.038 0.417 in 0.092 Pass Deflection Total 14 0.088 0.625 in 0.142 Pass SB(E)Canopy-80 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.7 64.3 kip 0.073 Pass Flexure Major 14 13.2 20.1 kip ft 0.657 Pass Torsion No Significant Forces - - Not required IIITekla Structural Designer,version: 12.0.2.5 PC2-157 Prcec:4 'iota Re`.SCHOOL • ',"7GI;3�Q HIGHi 2016135 Alf"f €k " .............. Sheet no. TIGARD HIGH SCHOOL Po 3/4 Structural Designer La c.by .,at 1Y 9/21./2018 Catena Con Del'PEngineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.046 0.417 in 0.110_ Pass Deflection Total 14 0.105 0.625 in 0.168 Pass SB(E)Canopy-78 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R.s Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.0 64.3 kip 0.032 Pass Flexure Major 14 6.4 19.9 kip ft 0.322 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.022 0.417 in 0.052 Pass Deflection Total 14 0.052 0.625 in 0.083 Pass SB(E)Canopy-77 Static Summary W 12x14 • Design Condition # Design Value.Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.1 64.3 kip 0.002 Pass Flexure Major 14 0.3 65.2 kip ft 0.005 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Total 14 0.003 0.612 in 0.005 Pass SB(E)Canopy-75 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.4 106.0 kip 0.042 Pass Flexure Major 14 38.4 165.7 kip ft 0.232 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.047 - in - - Deflection Dead 12 0.168 0.892 in 0.189 Pass Deflection Total 14 0.423 1.339 in 0.316 Pass SB(E)Canopy-74 Static Summary W 16x26 Tekia Structural Designer,version: 18,0.2.5 III PC2-158 • Pi-0;n(t SCHOOL 'Joh Rut. HIGHSCHOOL2€336135 Structural Designer 71GARD HIGH SCHOOL. Page 414 Ca=c_by Data Catena Consulting Engineers JY 9/21/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 106.0 kip 0.038 Pass Flexure Major 14 32.1 165.7 kip ft 0.194 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.034 - in - - Deflection Dead 12 0.117 0.815 in 0.144 Pass Deflection Total 14 0.295 1.222 in 0.242 Pass 1 III IIITekla Structural Designer,version: 18,0.2,5 PC2-159 Item 45 fl Request for Information (RFI) - 42 J Project: THS Modernization Project Project Number: Process RFI-42 Overall Due Date: Document: Current Workflow A/E Review Step Due Date: Step: Subject: RF142 I Site Lighting Pole Base Structural Detail Needed Status: Approved RFI Subject: Site Lighting Pole Base Structural Detail Needed RFI Number: • 42 Reason for RFI: Other CSI Code: 26-Electrical Information Requested: Please provide structural pole base/bollard details for site light fixtures SA1,SA2,SB1, and SF1. Note:this is a high priority RFI,with impacted work commencing on 7/13. Subcontractor: Subcontractor RFI Number: Location Reference: EL1.00 Drawing Reference: • PC2-160 Item 45 • Backup Documentation: Requested Response Date: 07.09.2018 Priority: High Estimated Project Mark appropriately if an impact is estimated at this time. There is an Impact(at this opportunity to enter more accurate information later in the process, after the time): A/E has reviewed. Schedule Impact A/E Response A/E's Response Date: Architect's Response: Consultants'Response July 16, 2018 Response Date: Refer to attached structural sketch SK-042.S for fixtures SA-1,SA-2 and SF-1. We 1111 understand that height of the SA-1 and SA-2 poles may increase from 18 ft. to 24 ft; therefore,we have provided footing embedment data for both. We future Consultant/Sub- understand that the SB-1 fixtures have been deleted from the project. (CATENA) Consultant Response: TTSD Comments TTSD Completed Review Date: TTSD Comments: Contractor Comments Contractor Comments: • PC2-161 Item 45 Project: No: Page: Tigard High School Renov. 2016135 SK-042.S - eatena e °srnietenr Subject: By: Date: • Structural response to RFI 042 DA/JMT 07/16/2018 IN`s LATER ;M, G� IR �N T E FIXTURE SCHEDULE - FIE,TYPICAL BOND TO PO Tv t (REFER LIGHT NIENEEM POLE DESCRIPTION) . .ION -BARE COPPER , -HAND HOLE GROUND MR :BOND TO POLE BASE— -POND CONDUIT GROUND IT ' . ,US 1 A, S&CIRC I GROUND FORM . ,SECONDUCTOR To POLE&FIXTURE PR l� «tea ; E[ — BASE COVER R,t ITh N BEVEL LINA: H Uz.. i € AND',NASHER SURFACE TO UNIFORM \ AR H.T-C TUR FINISH-, _........_..,.. . 4 CV __ �� GROUT f SOLID UNDER' CHAMFER „- BASE AFTER l.E s Lj\ N 1"xl" NO >� �. 1 0 REVEAL \1 4„ate I w .4. 4 $ ”' Q 28-DAY CONCRETE x' I STRENGTH, fc', SHALL BE ;---4-1-4-4-1-I404I ' _�Q ,� I TOP OF FOOTING AT „„�„ 3,000 PSI MIN 1 FIXTURE SF 1 i 1"? • .,„..,..,..„,„„...,,,...„„*,.+4,....,...t...,.....„,„,, ,„:„F.,,,..,i,.,.,t,L ,,,,Trar,,,:.±11:tli,1!:::::'4 1 ... .1— b �,>BO ` VERIFYI. l t t, ,,� I I 3 'I(zzi I l SIZE THP 1 , 1 � I ik , f M. - ` ._E:: & 6'-0" FOR PPOLE H<18'-1" MANUFACTURER-- . . . I 7'-O" FOR POLE H=24' 'a �, --- � �� , , CRC1 Si.... ,n INSULATED GROUND'WIRE ..� FILL ___ (6#6 CONNE ,13 ION LONG. _._._ e '._1•'''','1,,4 s - #4 CIRCULAR TIES AT 12"O.C.; R�� ° � P �� ' ;. S'03-E& PROVIDE 135-DFG HOOKS___ EjIPOLE FOOTING, Ts I�,A„.�— ._ .....e.,.,.... .....yam j a.,-r�.- .. ... .e...—_ LONG^mss RADIUS; Ls �-, R� COATED. , RIGID STEEL CONDUIT ELBOV.IS #0 3CTURq 1`-6 ,‘��ED PROFF N 5 CIT IOTE: ' 404 if il MANUFACTURER OIE, SUPPORT POST, BASETO PRPLVATEDE, AND FIXTURANCHOR RODFIXTURE S. RcH 9,OcIls t` EXPIRES:06/30/2020 • SK SECTION - SA1 , SA2, AND SF1 FOOTING 042.S NTS PC2-162 0 - - -0- II) —coNcaM corm n- -11 item 46 & 47 r , utra"."-- .- bassetti I architects 721.9111Ave State WO 'TI=7rOlLoTi 'T" LT Lrl TLIL "L''''''L''''''''"LLL' Portland Oregon 9720. r1.1.0 MOO F PM)341.518 . L..1 , c.o.,.crooner manno t is'1111 11 = =r1 CIVIL ENGINEER a LANDSCAPE rq Fl I I I I I— 6 z NM r 7 flifLinti -Z =III I I 11 I 1 'L II III I, I 'II I L 6 L&In I I SFLC213;117:17;"N:INEE'R E.1'1":6:E''' 'V'71:1 7 L:IL CPFE'2417:: COPING DETAIL MECHAN CAL ELECTRICAL d PLUMING ENGINEER Glumac Maar ma•attor ea -ilItga=o717o7oanoN nom ou wuna orEs =17:' 6066 En,SOE FOOD SERVICE CONSULTANT Tirro7=E Welt Foodserace G861,0 c, SITE SIGNAGE-READERBOARD o- Volt.tereV AGOUSLIG 8 AV CONSULTANT The GraenatracM1 Groot, Gow mama rmaR - — :go'Orr=r7TI" rzlz" COST CONSULTANT 74.66466651 CONCRETE EDGE DETAIL i• 11111111111111111 Fft-',„ii.:,',:k -'•—seastwassiastema , "—. .,,, ,T rr:Lo:d[LEM=1:nor 1.—'G..) 7 orGa mato St i 1 1-11 .1 . 4.Th.11,7-11L,,,,, 1 . 1 I ffl I i'L 1 11=11 I,1,1,,411111a7a7FINCTraren 0, SLAB ON GRADE DETAIL SECTION -‘- r = L, REVISIONS DATE 1 I L— H-- "..: _J ELEVATION 11.1313 TUALATIN SCHOOL DISTRICT DOOR Mom 'T'LI jrn 1- L ta6.rraa NGtr E r. ] P 4, TIGARD HIGH '. liplieimil SCHOOL MODERNIZATION I ''',:4•A''''-;-] 1..4111- - ''/ 0. ., . . .*, -,,... /' co '117.7711: 1-- 1 , ° "'L':; N .1 T 0,-N•o, m ----m 1 1, :%,,,, / ' 4 0 ° •17-5r z • i= E OK ma...... 6 EELPOOSTABILI6E6 EL:e SITE DETAILS cn z 0 0 ..-R c* I,3,OLLARD DOOR HOLD OPEN SECTION ® BOLLARD DOOR HOLD OPEN PLAN DETAIL 0 TTESIGNAGE-MONUMENT SIGN § G1.12 Catenaconsulting • e n g i n es r s October 1,2018 Ms. Caroline Lemay Bassetti Architects 71 Columbia Street Suite 500 Seattle, WA 98104 RE: Tigard High School Modernization PROJECT ADDRESS: 9000 SW Durham Rd Superstructure Plan Check Comments Catena Project No.: 2016135.00 Dear Caroline: This letter contains our responses to the superstructure plan check comments prepared by Rogers Engineering for the Tigard High School Modernization project. For your convenience, we have included the plan check comment in italics preceding our response. Item #1.3: Clarify where calculations for beams SB 2-375, SB 2-179, and SB 2-181 are located. Response: Please refer to attached calculations for beams SB 2-375,SB 2-379, and SB 2- 381. These are the beams you requested on the phone and match beams that are associated with item #1.3. If you indeed need SB 2-179 and SB 2-181 (as indicated in written request),see page PC2-59 in calcs dated 9/21/18. Item #1.7: Clarify where calculations for beam SB 2-551 is located. The beam at grid NE, N6 is not legible. Response: See attached calculation for SB 2-551. The beam ID at NE/N6 is SB 2-493. Calculation attached. Item #1.13: Clarify where calculations for beam SB 2-111 are located. Calculation page PC2-38 shows beams SB 2-546 and SB 2-454. Where are these beams located? Response: SB 2-111-1 on G9 (dated 8/20/18) is renamed SB 2-545. SB 2-111-2 on G9 (dated 8/20/18) is renamed SB 2-546. Both calculations were provided on PC 2-37(dated 9/21/18). SB 2-454 does not exist and we assume was intended to be listed as SB 2-545. Item #1.14: Calculation page PC2-53 shows beam SB 2-563. Where is this beam located? a connected€,ries of r..atsd elements 1500 ne irving street - suite 412 portland oregon 97232 vv 503.467.4980 - °503.467.4797 October 1, 2018 Page 2 Catena Project No.: 2017054.00 • Response: SB 2-563 on PC2-53(dated 9/21/18)is previously named as SB 2-194 on G10 (dated 8/20/18). Item #1.16: Beam SB 2-551 is noted on page PC2-72. Clarify where calculations for this beam is located. Response: See response to 1.7. Item #1.17: Clarify where calculations for beam SB 2-551 are located. Response: See response to 1.7. Item #1.20: Clarify where calculations for the beam is located. Response: On Grid SP: SB 2.11.1.0.2-74 is W21x44 between S7.1 and S9.2.The cantilever span of it is named as SB 2.11.1.0.2-74-1 and the main span named as SB 2.11.1.0.2-74-2. On Grid S7.1: SB 2.11.1.0.2-1 is W16x26 on Grid S7 between SP and SO. Please refer to the attached calculations of these beams. Item #1.22: Clarify where calculations for these beams are located. • Response: SB IP 34-8 is the W10x26 located high on Grid S7 between SE &SF. SB 2.11.1-31 is the W16x26 located low on Grid S7 between SE &SF. SB IP 35-7 is the W10x26 located high on Grid S7 between SF&SG. SB 2.11.1-30 is the W16x26 located low on Grid S7 between SF &SG. Please refer to the attached calculations of these beams. Item #1.23: Clarify where calculations for these beams are located. Response: SB 2.7.1.4-19 is W21x55 located on S10 between SE &SF. SB 2.7.1.4-2 is W21 x44 located on Grid Sl0 between SF&SG. Please refer to the attached calculations of these beams. Item #1.24: Clarify where the calculation is located. Response: Please refer to calculation attached for SB 2.11.1.0.0.1-16. Item #1.25: Clarify where calculations for beams SB 2.7.1.4-19 and SB 2.11.0.0.3-64 are located. Response: Both calculations can be found on PC2-83(dated 9/21/18). • `a connected serin',of rnI nSPLs elements 1500 ne irving street suite 412 portland oregon 97232 503.467.4980 , 503.467.4797 October 1, 2018 Page 3 • Catena Project No.: 2017054.00 Item #1.26: Clarify where calculations for beams SB 2.12-100, SB 2.12-18, and SB FRM S2-98 are located. Response: Please see the calculation attached. Item #1.27: No beam specified on calculation page PC2-89 at this location. Response: On Grid SH between S3& S4, low beam is SB 1.4-12 and high beam is SB FRM S2-8. Please refer the calculation attached. Item #1.28: Where is the beam shown on the drawings? Response: SB 2.11.1.0.0.1-7 occurs on Grid S8 between SF& SG. Item #1.30: Clarify where calculations for beam SB 2.11.1.0.0.1-36 is located. Where is the W24x55 for beam SB 2.11.0.0.1-7 shown on the drawings? Response: SB 2.11.1.0.0.1-36 on G277(dated 8/20/18)is BRB beam of S8, which should not be included in the gravity talc. See response to 1.28 for location of beam SB • 2.11.0.0.1-7. Item #1.33: Clarify where calculation for beam SB 21-9 is located. Response: SB 21-9 on G278(dated 8/20/18)is renamed as SB FRM S4-69. Please refer to the calculation attached. Item #1.36: New beams are shown on calculation page PC2-98 that was not included on calculation page G279. Provide calculations. Response: Please refer to the calculation attached. Item #1.45: Beam designations on calculation page PC2-124 at grid S12-S14, have changed from those shown on calculation page G375. Provide clarification. Response: Please refer to the attached updated name and calculation for bridge area. Item #1.46: See item 1.45. Response: See response to 1.45. Item #1.48: Provide calculations for the W18x55 supporting RTU-5. • a c<onnec:te..d series of &ote+:. elements 1500 ne Irving street ,t suite 412 portland oregon 97232 503.467.4980 503.467.4797 October 1, 2018 Page 4 Catena Project No.: 2017054.00 • Response: See attached calculation. Beam is adequate. Item #39.3: Clarify where calculation for NA/N6 is located. Response: See 4th from bottom on PC2-151 (dated 9/21/18). Item #39.5: Clarify where the calculation is located. Response: See 10th from bottom on PC2-152(dated 9/21/18). Item #39.7: Calculations show column CPY CF.5 as W8x31. Provide clarification. Response: Please refer to the updated calculation attached. Item #39.20: Calculations specify a HSS 4x4x3/8 whereas the plans show HSS 4x4xl/4. Provide clarification. Response: Column CF.6/S9.2 was evaluated as HSS 4x4x1/4 in the previous calc. See 10th from bottom on PC2-152(dated 9/21/18). Item #39.22: Calculations show a W10x49 whereas sheet S2.42 shows W8x31. Provide • clarification. Response: Please refer to the updated calculation attached. Item #39.23: Calculations show a W10x49 whereas sheet S2.42 shows W8x31. Provide clarification. Response: Please refer to the updated calculation attached. Item #41.1_ Clarify if member M2 is designed with fixed ends and moment connection at each end. Response: Yes,the connections are welded. Please see the attached calculation verifying adequacy. Item #41.3: Clarify if snow drift loading was used in the design and how lateral loading is applied. Response: Please refer the calculation attached. Lateral loading was not applied in the analysis model.The canopy is anchored to the (E) concrete wall. See attached revised detail 10/S6.03 and calculation verifying adequacy of steel ledger attachment. • a c e?nnec ed series of related elements 1500 ne irving street suite 412 portland oregon 97232 u 503.467.4980 503.467.4797 October 1, 2018 Page 5 • Catena Project No.: 2017054.00 Item #43: ASCE 7-10 Chapter 13 is for nonstructural components. ASCE Section 11.2 defines a nonstructural component as part of an architectural, mechanical, or electrical system. Response: One type of architectural component is an appendage as listed in Table 13.5- 1. An appendage is defined in 11.2 as "An architectural component such as a canopy, marquee, ornamental balcony, or statuary."The canopy is an architectural component. Item #44: Item to remain open until shop drawings are approved. No response needed. Response: No response required. We hope that this information clarifies the project documents satisfactorily. Sincerely, pct)C TUf Parr.,44? 4 p 0/". EXPIRES:0613012020 Jason M.Thompson,S.E. Avery Morris,S.E. Principal Associate • y' connected *elated els menu 1500 ne irving street suite 412 - portland oregon 97232 ,> 503.467.4980 A° °503.467.4797 ITEM 1.3 • ProjectSC T!G Job Ref. ARD HIGH iSheet 0, TIGARD HIGH SCHOOL Pace 713 Structural Designer bak..b, ,ate Catena Consulting Enfaneers Pi 9/28/201S SB 2-379 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 12 6.0 106.0 kip 0.056 Pass Flexure Major 12 -11.3 165.7 kip ft 0.068 Pass Torsion No Significant Forces - - Not required Deflection Total 12 0.000 0.118 in 0.003 Pass SB 2-375 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 12 3.8 106.0 kip 0.036 Pass 4111 Flexure Major 12 10.5 165.7 No Significant Forces kip ft 0.063 Pass Not Torsion required Deflection Self weight 1 0.001 - in - - Deflection Slab 12 0.006 0.450 in 0.012 Pass Deflection Dead 12 0.002 0.300 in 0.005 Pass Deflection Live 12 0.006 0.300 in 0.021 Pass Deflection Total 12 0.014 0.450 in 0.031 Pass SB 2-381 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 5.6 64.3 kip 0.087 Pass Flexure Major 13 10.0 65.2 kip ft 0.153 Pass Torsion No Significant Forces - - Not required Deflection Slab 12 0.012 0.359 in 0.033 Pass Deflection Dead 12 0.003 0.239 in 0.015 Pass Deflection Live 12 0.013 0.239 in 0.055 Pass Deflection Total 12 0.029 0.359 in 0.081 Pass • Tekia Structural Designer,version: 180.5,4 PC3-1 ITEM 1.7 {u:ect jab Ref. 0 TIGARD HIGH SCHOOL 2076125 Ar Tel& t Structure Sheet"'l Via.. . ral "' .f r: TIGARD HIGH SCHOOL Page 177. Cae by Date JR 9'2.8/201f3 Catena Consulting Engineers SB 2-551 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Flexural Classification 1 Compact - - - Pass Shear Major 13 24.1 97.5 kip 0.247 Pass Flexure Major 13 45.4 152.5 kip ft 0.298 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Slab 12 0.020 0.463 in 0.043 Pass Deflection Dead 12 0.006 0.309 in 0.020 Pass Deflection Live 12 0.022 0.309 in 0.071 Pass Deflection Total 12 0.049 0.463 in 0.107 Pass SB 2-493 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 16.4 217.4 kip 0.075 Pass Flexure Major 13 97.7 357.7 kip ft 0.273 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Slab 12 0.035 0.695 in 0.050 Pass Deflection Dead 12 0.013 0.463 in 0.029 Pass Deflection Live 12 0.039 0.463 in 0.083 Pass Deflection Total 12 0.091 0.695 in 0.131 Pass Tekla Structural Designer,versi0n: 18.05.4 III PC3-2 ITEM 1.20 StCSj(H eL fief110080 HGHSCHOOL2816135 AV Tekl Structural Designer TC ARC HIGHSCHOOL n,f;,2/? :ea,ba Date Catera Consulting EngineersPe" 9/28/2018 SB 2.11.1.0.2-74 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.0 217.4 kip 0.051 Pass Flexure Major 14 -49.7 107.9 kip ft 0.461 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.014 - in - - Deflection Dead 12 0.057 0.810 in 0.071 Pass Deflection Total 14 0.142 1.215 in 0.117 Pass SB 2.11.1.0.2-1 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required 4110 Flexural Classification 1 Compact - - - Pass Shear Major 14 5.0 106.0 kip 0.047 Pass Flexure Major 14 35.2 165.7 kip ft 0.213 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.167 0.933 in 0.179 Pass Deflection Total 14 0.414 1.400 in 0.296 Pass 4110 Tekla Structural Designer,version: 18.0.5,4 PC3-3 ITEM 1.22 _._.T#GlRD HIGH SCHOOL • QL....- - ----- -- - 2016135 Tek14 .�rc, rc S,y?'x,. TIGARD HIGH SCHOOL Page 1/1 Structural Designer 1 Ca..by :Date Catera Consulting Engineers 16 9/28/2018 SB IP 34-8 Static Summary W 10x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Non Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 6.4 80.3 kip 0.080 Pass Flexure Major 14 40.3 117.4 kip ft 0.343 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.328 0.834 in 0.393 Pass Deflection Total 14 0.785 1.251 in 0.628 Pass SB 2.11.1.1-31 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.8 106.0 kip 0.026 Pass • Flexure Major 14 32.1 135.9 kip ft 0.236 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.032 - in - - Deflection Dead 12 0.097 0.833 in 0.117 Pass Deflection Total 14 0.248 1.250 in 0.199 Pass SB IP 35-7 Static Summary W 10x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Non Slender - - - Pass Flexural Classification 1 Compact - - - NAN Shear Major 14 3.9 80.3 kip 0.049 Pass Flexure Major 14 -8.5 44.1 kip ft 0.192 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.015 0.834 in 0.018 Pass Deflection Total 14 0.038 1.251 in 0.030 Pass SB 2.11.1.1-30 Static Summary W 16x26 Design Condition #.Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.8 106.0 kip 0.026 III 1� la StrL aural Des# ner;versl ?: sC.S.� Flexure Major 14 32.1 135.9 kip 0.236 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.032 - in - - Deflection Dead 12 0.097 0.833 iPC3-4 0.117 Pass Deflection Total 14 0.248 1.250 in 0.199 Pass ITEM 1.23 • I Project k;tk Ref. 176650 HIGHSCHOOL 2016135 ar y Tom; ..... .......... ...... _. ___. .._ .... _...... ........ tt- Structural Designer rl4 r HIGH SCHOOL Sheet no Pay I.11 Lag:. ,v Dat., Catena Cons�.ul6ing Engineers Y 9I1�I201 SB 2.7.1.4-19 Static Summary W 21x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.0 234.0 kip 0.047 Pass Flexure Major 14 132.1 472.5 kip ft 0.280 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.033 - in - - Deflection Dead 12 0.118 0.833 in 0.142 Pass Deflection Total 14 0.276 1.250 in 0.221 Pass SB 2.7.1.4-2 Static Summary W 21x44 III Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 11.1 217.4 kip 0.051 Pass Flexure Major 14 134.7 357.7 kip ft 0.376 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.168 0.833 in 0.202 Pass Deflection Total 14 0.377 1.250 in 0.302 Pass • Tekla Structural Designer,version: 18.05,4 PC3-5 Rr£:e,ct ,;ib Ref. • T{Gt;t'D k§lGli SCHOOL 2016135 �� 5 ......... ................ .......... .......... a ... ....._ ......._.. .._...... Alw Tea :.e.t.a. _. ''ah:'eC • ats_ TIGARD HIGH SCHOOL Page Sjtl. Structural Designer .;:.tot, Deo 15 9/28/2018 Catena Consulting Engineers SB 2.11.1.0.0.1-16 Static Summary W 21x44 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 19.5 217.4 kip 0.090 Pass Flexure Major 14 203.3 357.7 kip ft 0.568 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.139 - in - - Deflection Dead 12 0.767 1.380 in 0.556 Pass Deflection Total 14 1.847 2.071 in 0.892 Pass • Te€k€a Structural Designer,version: 18.0.5.4 5 PC3-6 ITEM 1.26 S oj110i , Pr ojea ;it)E(?et_ TIGARD HIGH SCHOOL , 2016135 StrUCtiVt? Sheet no Structural Designer i R SCHOOLage , .a..by ,---- . ...._ -....... e ;.' _..... _......... Catena Consulting Engineers JR 9,/28,/2018 Steel Beam Design Beams Non-Composite Rolled SB 2.12-100 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.6 159.3 kip 0.017 Pass Flexure Major 14 6.6 249.4 kip ft 0.026 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.003 0.333 in 0.008 Pass Deflection Total 14 0.007 0.500 in 0.013 Pass SB 2.12-18 41) Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 4.1 159.3 kip 0.026 Pass Flexure Major 14 15.8 249.4 kip ft 0.063 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.014 0.517 in 0.028 Pass Deflection Total 14 0.035 0.775 in 0.046 Pass SB FRM S2-98 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 4.1 159.3 kip 0.026 Pass Flexure Major 14 15.8 249.4 kip ft 0.063 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.014 0.517 in 0.028 Pass Deflection Total 14 0.035 0.775 in 0.046 Pass SB FRM S2-20 Static IIITekia Structural Designer,version: 18i0.5.4 PC3-7 Pined i;)h t?ef. 41, �$ HOARD HIGHSCHOOL 2036135 • TekIa ... 7IGARD ai SCHOOL .... .......Page 2/2 Structural Designer .... ..._ ................. Catena ConsultingEngineers JR 9J28,/2018 Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 6.6 159.3 kip 0.041 Pass Flexure Major 14 41.1 249.4 kip ft 0.165 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.021 - in - - Deflection Dead 12 0.094 0.834 in 0.112 Pass Deflection Total 14 0.230 1.251 in 0.184 Pass 410 fella Structural Designer,version.18,0.5.4 • PC3-8 ITEM 1.27 • !Pfoaect Job F,,a1. 3"IG;�E2D HIGH SCHOOL ............2016135 Aar ek Structural Designer TIGARD HIGH SCHOOL. Page Jl Cab,;;y Date. Catena Consulting Engineers JY 3/28/2018 SB 1.4-12 Static Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 146.4 kip 0.025 Pass Flexure Major 14 17.5 273.7 kip ft 0.064 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.033 0.928 in 0.035 Pass Deflection Total 14 0.113 1.392 in 0.081 Pass SB FRM S2-8 Static Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status • Axial Classification Unknown - - Not required Flexural Classification 1 Compact Pass Shear Major 14 4.9 146.4 kip 0.034 Pass Flexure Major 14 30.4 273.7 kip ft 0.111 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Slab 12 0.001 1.394 in 0.000 Pass Deflection Dead 12 0.071 0.929 in 0.077 Pass Deflection Live 12 0.001 0.929 in 0.001 Pass Deflection Total 14 0.200 1.394 in 0.144 Pass IIITekla Structural Designer,version: 18.0.5,4 PC3-9 ITEM 1.33 'ClGkftD 0 HIGH SCHOOL 2016135 t uctn,c af,e^u. Structural Designer TIGARD SCHOOL Page 116 Cak.ay Data JY 3/280028 Catena Consulting Lng{;neer= 1 SB FRM S4-69 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 159.3 kip 0.073 Pass Flexure Major 14 87.5 249.4 kip ft 0.351 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.053 - in - - Deflection Dead 12 0.289 0.932 in 0.310 Pass Deflection Total 14 0.594 1.398 in 0.425 Pass 1 III • PC3-10 0 till Item 1 .36 4110SB 2.0.0.1.3-2 w24x55 S6 . . - : 8,8 IP 5742 88 Ir,86.i i 8E1 IP 54.20 ' ;, , 6x20 A882,80 W.1,, : ,—2-80 W 16x26 A082-58 .! 4 F.,, .-- v "•.' 4 . , SE3 IP 86,9 ‘‘i 4 SR IP 5S-18 , v FRss FR `6344.4,,,12.,*kW&,9) W lex31 A92-5D IA S2-111 iOnaloolassENsossongswassellammosmosales0,',„ ., , , mmmmm eisessissases mmmmmmmm wise mmmmm ' III W 1 UN ADO-5o:I WI." 'L2--50 6., w c., 7 IR 57.ZO g 88 P56-20 86,IP 590.4 F. 1 i 6x2a Aotma 6 6, 0 w 12.1C+Aft:2 Eil — ' - ca. ' D 0.1 16x3i AV32-80 , g 7 SOFR 2544M o+ t 25803 MOM1605 A992-50 m '6'10./26 A4g2-08 c•A ;2 122-O In I, SFI FRIO SEI-16 8 FRM SB-11 88 I RM 88.10 INIMMIIIIVININBINVIROMNIIMIEBONSIMIRINNE111111‘. ' rt '''' ' ems SB 6,..24A902-50 W 16x26 A250 W 16x26 A02-60, ! 'X 1, ell ,.F R1.1 I rg2,15 88 FRM.P82 60 89 FRM i82-i 1 ,th — ,h',, i ,,,,W I6x26 81/4972,56 W 1016 AW2,60 in W 187.26 A29240 'a t.4 • or, N 1 m — _ — Fins 1 0 t-14 88 FIRM 101-66 88 FRM 10i-7 4 -'- ' W 16x t A952-60 WI., '.A5,12-60 W ifid6,A482-01,1 S S 2 ,. 88 FRM 8016 88 PR ,8C-21 88 r R 8C-84 SR FRM SC-6 „ - W1E.di Agq2,-&1 W i 6,40 AM-60 W-10J.,26 AMMO W 140A50 ,,, ; 8 SB 1.4-3 W 18x35 .*., ...., i,,, v ig 4) 7. (.. ..- SB 1.4-4 4. w18x35 g' ., 1111111111101111111114011111(16115111111111111611111111111111)1611111,j 6111111111111111111111111111NPRIBMIIIII110111111111111410IMBRIIIIINESIONNININENSINS111111111111111101111111111111111111511(111111111111111101111.1111101111111111/151111111111111111111114) SOUTH ROOF LAYOUT-6 PC3-11 (PREVIOUS G279) s§'s a;ect Job Ref. • TIGfiRD HIGHSCHOOL 2016135 Tek Jr' . .. ....... ._...... .... .CiEI.�..... Sheet n0 StructuraS CC TIGARD HIGH SCHOOL Page 1/b l .tee Si Date Catena Consulting Cngineets .3Y 9IL8,j2Dt8 Steel Beam Design Beams Non-Composite Rolled SB 1.3.2-6 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.8 159.3 kip 0.068 Pass Flexure Major 14 80.7 207.7 kip ft 0.389 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.155 0.786 in 0.197 Pass Deflection Total 14 0.399 1.179 in 0.338 Pass SB 1.3.2-5 Static Summary • Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 17.2 251.7 kip 0.068 Pass Flexure Major 14 198.8 456.8 kip ft 0.435 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.116 - in - - Deflection Dead 12 0.305 1.174 in 0.260 Pass Deflection Total 14 0.795 1.762 in 0.451 Pass SB 1.3.2-4 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.9 159.3 kip 0.068 Pass Flexure Major 14 91.4 198.5 kip ft 0.461 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.071 - in - - Deflection Dead 12 0.213 0.850 in 0.250 Pass Deflection Total 14 0.544 1.275 in 0.427 Pass SB 1.4-4 Static Tekia Structural Designer,version:18.0.5.E • PC3-12 • P rojectJob Ref. TIGARD HIGH SCHOOL 2016135 fir TkSilo,:no TIGARD HIGH SCHOOL Page 2/16 Structural Designer L d'.C.�Y Date Catena Consulting Engineers .IY 3/28/2018 Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.0 159.3 kip 0.038 Pass Flexure Major 14 41.0 249.4 kip ft 0.164 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.010 - in - - Deflection Dead 12 0.029 0.517 in 0.057 paSS Deflection Total 14 0.075 0.775 in 0.097 Pass SB 1.4-3 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.0 159.3 kip 0.057 Pass Flexure Major 14 13.5 249.4 kip ft 0.054 Pass Torsion No Significant Forces - - Not required 1111 Deflection Self weight 1 0.001 - in Deflection Dead 12 0.004 0.333 in 0.011 Pass Deflection Total 14 0.010 0.500 in 0.020 Pass SB 1.4-2 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 31.3 251.7 kip 0.125 Pass Flexure Major 14 362.2 458.6 kip ft 0.790 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.157 - in - - Deflection Dead 12 0.595 1.174 in 0.507 Pass Deflection Total 14 1.448 1.762 in 0.822 Pass SB 1.4-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.7 159.3 kip 0.117 Pass Flexure Major 14 144.4 237.4 kip ft 0.608 Pass Torsion No Significant Forces - - Not required IIITekla Structural Designer,version:18.0.5.4 PC3-13 4 roesf ?,ab Hx;f. 3'7CrRR[1 HIGH SCHOOL 1016135 0 AV 1ekIa. -.._.. _..__ ___ ... ... ......... ......... ...... ......_ ..__ ........ ,tru.,?ur, Shy-at no T€GARD HIGH SCHOOL. Page 3/16 Structural 9.,_"s er°; Calc.by Gat., Catera Consulting Lnlneere 7Y' 9/28/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.076 - in - - Deflection Dead 12 0.289 0.786 in 0.367 Pass Deflection Total 14 0.719 1.179 in 0.610 Pass SB 2.0.0.1-3 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.9 251.7 kip 0.075 Pass Flexure Major 14 -103.4 243.4 kip ft 0.425 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.018 - in - - Deflection Dead 12 0.038 0.644 in 0.058 Pass Deflection Total 14 0.101 0.967 in 0.104 Pass SB 2.0.0.1-2 Static Summary W 18x40 II Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 23.0 169.2 kip 0.136 Pass Flexure Major 14 204.6 236.8 kip ft 0.864 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.080 - in - - Deflection Dead 12 0.613 0.897 in 0.683 Pass Deflection Total 14 1.145 1.346 in 0.851 Pass SB 2.0.0.1-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.500 in 0.001 Pass SB 2.1-3 Static Summary W 24x55 Tela Structural Designer,version: 18.0.5.4 • PC3-14 • Prcect iota fief. 1lG<tttL�HIGHSCHOOL 2016135 .,,uc.0 51:;et nt, Structural Designer T! ARD HIGHSCHOOL Page 4/16 a by l Dote Catena Consulting Engneers Y 91)517. t8 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 26.3 251.7 kip 0.105 Pass Flexure Major 14 -133.0 275.2 kip ft 0.483 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.023 - in - - Deflection Dead 12 0.052 0.644 in 0.081 Pass Deflection Total 14 0.121 0.967 in 0.126 Pass SB 2.1-2 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in -ID Deflection Total 1 0.001 0.500 in 0.001 Pass SB 2.1-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 19.0 159.3 kip 0.119 Pass Flexure Major 14 169.3 192.7 kip ft 0.879 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.093 - in - - Deflection Dead 12 0.460 0.897 in 0.513 Pass Deflection Total 14 1.113 1.346 in 0.827 Pass SB 2.8-3 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.500 in 0.001 Pass alTekla Structural Designer,version: 18.0.5.4 PC3-15 ?hftect ;06 P.O. TlGARL)HIEN SCHOOL 2026135 • ay Tekla Structure Sheet^c,. TIGARD HIGH SCHOOL Rage 5/7.6 Structural Designer; [ Caicby cote Catena Consulting Engineers JY 5/25/2018 SB 2.8-2 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 24.0 251.7 kip 0.095 Pass Flexure Major 14 -130.4 280.8 kip ft 0.464 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.024 - in - - Deflection Dead 12 0.059 0.644 in 0.091 Pass Deflection Total 14 0.136 0.967 in 0.141 Pass SB 2.8-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 19.1 159.3 kip 0.120 Pass • Flexure Major 14 170.0 192.8 kip ft 0.882 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.097 - in - - Deflection Dead 12 0.458 0.897 in 0.510 Pass Deflection Total 14 1.117 1.346 in 0.830 Pass SB FRM 191-65 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.8 106.0 kip 0.102 Pass Flexure Major 14 65.8 165.7 kip ft 0.397 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.336 0.932 in 0.360 Pass Deflection Total 14 0.772 1.398 in 0.552 Pass SB FRM 191-7 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.2 106.0 kip 0.087 Pass Tela Structural Designer,version: 18,0.5.4 • PC3-16 1110 .Fraect i tab Ref. TKiAt{D HIGH SCHOOL 2016135 MT Tekla Structural Designer r yr, 0 HIGH SCHOOL Page G/16 La,,.by Date ..... _.............. Catena Consulting Engineers iv 6/28,/201$ Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 64.6 165.7 kip ft 0.390 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.316 0.933 in 0.339 Pass Deflection Total 14 0.754 1.400 in 0.539 Pass SB FRM 192-66 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.096 Pass Flexure Major 14 64.6 165.7 kip ft 0.390 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.328 0.932 in 0.351 Pass Deflection Total 14 0.756 1.398 in 0.541 Pass • SB FRM 192-11 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.1 106.0 kip 0.086 Pass Flexure Major 14 63.9 165.7 kip ft 0.385 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.316 0.933 in 0.339 Pass Deflection Total 14 0.745 1.400 in 0.533 Pass SB FRM 254-13 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.6 106.0 kip 0.072 Pass Flexure Major 14 53.3 165.7 kip ft 0.322 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.261 0.933 in 0.280 Pass Deflection Total 14 0.623 1.400 in 0.445 Pass III SB FRM 254-4 Tekla Structural Designer,version:18.0.5.4 PC3-17 i Noject int,iter • r{GAS HIGH SCHOOL 20 36135 AlyTekla TIGARD HIGH SCHOOL ......._n0go 7/16 Sacral Wirer Calc biyDat,? ,}Y i 9/28/'2018 Catena Consulting Engineers. Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 159.3 kip 0.065 Pass Flexure Major 14 84.4 249.4 kip ft 0.338 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.057 - in - - Deflection Dead 12 0.232 0.932 in 0.249 Pass Deflection Total 14 0.561 1.398 in 0.401 Pass SB FRM S2-19 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.2 106.0 kip 0.049 Pass Flexure Major 14 36.0 165.7 kip ft 0.217 Pass 1111 Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.167 0.928 in 0.180 Pass Deflection Total 14 0.419 1.392 in 0.301 Pass SB FRM S2-18 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.8 106.0 kip 0.083 Pass Flexure-Major 14 61.6 1 65.7___ kip ft 0 372_ Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.299 0.928 in 0.322 Pass Deflection Total 14 0.712 1.392 in 0.512 Pass SB FRM S2-17 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.6 106.0 kip 0.071 Pass Flexure Major 14 52.6 165.7 kip ft 0.318 Pass Tei€a Structural Designer,version:18.0.5.4 ID PC3-18 0 ,Ptatte:f dne Ret. TlGI T2D HIGH SCHOOL .........2016135 air `e a she.no St $`I.3 fDesigner .. TIGARC HIGH SCHOOL `r ge 8/16 Lac,by E:ai., ........ ............. Catena Consulting Engineers JY 9/2812018 Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.044 - in - - Deflection Dead 12 0.254 0.928 in 0.273 Pass Deflection Total 14 0.609 1.392 in 0.438 Pass SB FRM S2-15 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 106.0 kip 0.109 Pass Flexure Major 14 69.8 165.7 kip ft 0.421 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.396 0.928 in 0.427 Pass Deflection Total 14 0.827 1.392 in 0.594 Pass SB FRM 52-14 41) Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 13.0 106.0 kip 0.122 Pass Flexure Major 14 73.7 165.7 kip ft 0.445 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.447 0.928 in 0.482 Pass Deflection Total 14 0.883 1.392 in 0.634 Pass SB FRM S4-69 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 159.3 kip 0.073 Pass Flexure Major 14 87.5 249.4 kip ft 0.351 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.053 - in - - Deflection Dead 12 0.289 0.932 in 0.310 Pass Deflection Total 14 0.594 1.398 in 0.425 Pass SB FRM SB-71 410 Static Te(da Structural Designer,version: 18.fl.5,4 PC3-19 Pi aeci bah Rei. • T3Gt;RD HIGH SCHOOL 2016339 uc t„,E, SI,'e*i'Itr. StructuralDesigner; TIGARD HIGH SCHOOL P a,,t 9/16 Caac by ;at,., Catera Ctznsuft LE,g, ettr< .11' 9/28/2018 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.097 Pass Flexure Major 14 72.2 165.7 kip ft 0.436 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.057 - in - - Deflection Dead 12 0.351 0.932 in 0.377 Pass Deflection Total 14 0.839 1.398 in 0.600 Pass SB FRM SB-16 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 8.9 106.0 kip 0.084 Pass Flexure Major 14 61.7 165.7 kip ft 0.372 Pass Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.300 0.928 in 0.323 Pass Deflection Total 14 0.713 1.392 in 0.512 Pass SB FRM SB-10 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.096 Pass Flexure Major 14 71.1 165.7 kip ft 0.429 Pass /—_ g. Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.354 0.933 in 0.379 Pass Deflection Total 14 0.829 1.400 in 0.593 Pass SB FRM SC-64 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 4.9 106.0 kip 0.046 Pass Flexure Major 14 34.2 165.7 kip ft 0.207 Pass Telda Structural Designer,version: 18.0.5,4 III PC3-20 • Pr c:.-r SCHOOLJoe Ret. i'1Gr1R!?HIGH .......2026235 Aw Ta: ek stremee Structural Doter TIGARD HIGH SCHOOL Pau 10/16 Cale bir_._ !Date ......... ...... ............... Catena Consulting Engineers Of 5/28/2016 Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.158 0.932 in 0.169 Pass Deflection Total 14 0.401 1.398 in 0.287 Pass SB FRM SC-21 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.0 106.0 kip 0.047 Pass Flexure Major 14 34.3 165.7 kip ft 0.207 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.159 0.928 in 0.172 Pass Deflection Total 14 0.400 1.392 in 0.287 Pass SB FRM SC-15 • Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 131.2 kip 0.079 Pass Flexure Major 14 83.2 202.5 kip ft 0.411 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.071 - in - - Deflection Total 14 1.034 1.935 in 0.534 Pass SB FRM SC-6 Static Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 146.4 kip 0.035 Pass Flexure Major 14 35.9 273.7 kip ft 0.131 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.043 - in - - Deflection Dead 12 0.092 0.933 in 0.099 Pass Deflection Total 14 0.248 1.400 in 0.177 Pass SB IP 57-612 Static Summary W 10x12 IIITekla Structural Designer,version: 5.8.0.5.4 PC3-21 Project job Ref. • -TlGARD HIGH SCHOOL Zti9G135 Tekiat ... _. .__ .-.__. ,Structure Sheet tct Structural err; rlattRorel- SCHOOL Page 11/16 by i Date iv 9/26/2018 Catena Consulting Engineers i Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.1 46.9 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.449 in 0.003 Pass SB IP 57-611 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required • Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.1 46.9 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.449 in 0.003 Pass SB IP 57-609 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification Unknown - - - Not required Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major No Significant Forces kip ft - Not required Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required SB IP 57-607 Static Tekia Structural Designer,version: 18.0.5.4 • PC3-22 • s'r<yeet ,lob Ref. f ECARD HIGH SCHOOL 2016135 Ui alit::.. Sheet no Structural t Y: IGARD HIGH SCHOOL Page 12/16 Cain by Darr ... Catena Consulting Engineers JY 92280018 Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.2 46.9 kip ft 0.004 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Total 1 0.002 0.483 in 0.003 Pass SB IP 57-523 Static Summary C 12x20.7 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Flexural Classification 1 Compact - - - Pass Shear Major 14 0.1 91.4 kip 0.001 Pass Flexure Major 14 0.2 96.0 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.449 in 0.002 Pass SB IP 57-20 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.2 106.0 kip 0.068 Pass Flexure Major 14 50.2 165.7 kip ft 0.303 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.044 - in - - Deflection Dead 12 0.241 0.928 in 0.260 Pass Deflection Total 14 0.582 1.392 in 0.418 Pass SB IP 58-20 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass III Shear Major 14 3.6 86.0 kip 0.042 Pass Tekla Structural Designer,version: 18,0.5.4 PC3-23 Praect Lab ate{, • T€GARD 1110H SCHOOL 2016135 Sia-at ro. Structural n r T!G„ o ff#GN sc uc�E. Page 13/J6 Catena CanauEting Engineers .1Y6t28j2018 Design Condition # Design Value Design Capacity Units U.R. Status Shear Minor No Significant Forces kip - Not required Flexure Major 14 12.4 92.6 kip ft 0.133 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.047 0.466 in 0.102 Pass Deflection Total 14 0.087 0.699 in 0.125 Pass SB IP 58-19 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact Pass Shear Major 14 3.3 86.0 kip 0.038 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 11.0 92.6 kip ft 0.118 Pass • Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.042 0.466 in 0.091 Pass Deflection Total 14 0.078 0.699 in 0.111 Pass SB IP 58-18 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units' U.R. Status' Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.3 94.5 kip0.024 pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 8.3 124.5 kip ft 0.067 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.009 0.371 in 0.025 Pass Tekla Structural Designer,version. 18.0.5.4 • PC3-24 • Protest SCHOOL :JE5 Ret E;rRD HIGH ilaY Tekla 1 Stroctule_. .. ........ ......... ............ ......... ........ .... .110 Sheet no. Ti001 HIGH SCHOOL Page 14126 Structural Designer Calc."Y ate _ ....__. .......... ......... .. ... Catena Consulting Engineers A' 5/2Sf2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Total 14 0.020 0.556 in 0.036 Pass SB IP 58-17 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - Pass Shear Major 14 2.1 94.5 kip 0.023 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 5.9 124.5 kip ft 0.048 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion ' No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.005 0.322 in 0.016 Pass Deflection Total 14 0.011 0.483 in 0.023 Pass ID SB IP 58-11 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.3 106.0 kip 0.050 Pass Flexure Major 14 37.7 165.7 kip ft 0.227 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.172 0.932 in 0.185 Pass Deflection Total 14 0.430 1.398 in 0.307 Pass SB IP 58-10 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.2 106.0 kip 0.020 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 5.7 165.7 kip ft 0.034 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required IIITekia Structural Designer,version: 18,0.5.4 PC3-25 Fi'o;e::t 1 ICfk E?NP. • l'3GI;3;Q HIGHSCHOOL 2026235 She,?1 no Structural Designer; ,€ fa Q € SCHOOL Page:15/16 Cat.,by....... 'Daha Catena Consulting Engineers 1Y 5/28/2018 . Design Condition # Design Value Design Capacity Units U.R. Status Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.004 0.348 in 0.012 Pass Deflection Total 14 0.010 0.522 in 0.020 Pass SB IP 58-9 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 1.8 106.0 kip 0.017 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 4.9 165.7 kip ft 0.030 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - Ill- Deflection Dead 12 0.003 0.371 in 0.008 Pass Deflection Total 14 0.008 0.556 in 0.014 Pass SB IP 58-8 Static Summary C 12x20.7 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.1 91.4 kip 0.001 Pass Flexure Major 14 0.2 96.0 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.449 in 0.002 Pass SB IP 59-20 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 106.0 kip 0.035 Pass Flexure Major 14 26.2 165.7 kip ft 0.158 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - III Tekla Structural Designer,version: 18.0.5.4 PC3-26 7'iGItHD IiEt3H SCHOOL 2016x135 air Tekla t .,.,,t.i.a• .Proiect ... .............. Sheet n.,. TI GARD HIGH SCHOOL. Paye.26/16 Structural ral E s"gn r Caleby,.. ).at ......... _ ......... _...__ _.... __.... ........ ................ Catena ConsultingEngineers JY 3/28/2018 Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.120 0.933 in 0.129 Pass Deflection Total 14 0.309 1.400 in 0.221 Pass SB IP 59-19 Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.7 131.2 kip 0.081 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 72.8 202.5 kip ft 0.360 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.438 0.933 in 0.470 Pass IIIDeflection Total SB IP 59-18 14 0.721 1.400 in 0.515 Pass Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.4 131.2 kip 0.110 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 98.0 202.5 kip ft 0.484 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.644 0.933 in 0.690 Pass Deflection Total 14 0.981 1.400 in 0.701 Pass IIITekla Structural Designer,version: 18.0.5.4 PC3-27 ITEM - 1.45 & 1'46 • e 0\z() •••-?,t2 -....r......7? el* e,.... c.'. el? ..., C<- ..i..,....,T..c..,., ..f .,..„<s).. .,.-..„ . .P.,.:.t, ..S7..„.' *.5 - -;--n.t .-.e c., 3 .-...— .•„-72, o , Ta g.,. or beam at t roof:nn rd S13.•— s • agor beam at , upper a ux • & 7. ...... on grid r-b vo -- .--,a ] 4.*..‹ * ez.,. S12: \SI- 1>-• cc.?' R'q OF VIEW SO- ISO SN- 4111 S12-S13 & IIIBRIDGE6AREA PC3-28 • ,p;,,,,,,,,., tub Ref.[IGt�T2D IilGli SCHOOL201€;135 ar Tea'. ..... -__.. .__.. _._ ....___ .._.... ..._- .,� .,u_.ur, Sheet no. 4 L�� z31 b i er TIGARD HIGH SCHOOL Page 1/28 cab by mate _..... - -..._... Catena Consulting Engineers P 9/28/2018 Steel Beam Design Beams Non-Composite Rolled SB 1.1-18 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 13 3.8 106.0 kip 0.036 Pass Flexure Major 13 -13.5 121.0 kip ft 0.112 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Slab 12 0.009 0.679 in 0.013 Pass Deflection Dead 12 0.002 0.453 in 0.005 Pass Deflection Live 12 0.010 0.453 in 0.021 Pass Deflection Total 12 0.023 0.679 in 0.034 • Pass SB 1.3.2-6 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.8 159.3 kip 0.068 Pass Flexure Major 14 80.7 207.7 kip ft 0.389 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.155 0.786 in 0.197 Pass Deflection Total 14 0.399 1.179 in 0.338 Pass SB 1.3.2-5 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 17.2 251.7 kip 0.068 Pass Flexure Major 14 198.8 456.8 kip ft 0.435 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.116 - in - - Deflection Dead 12 0.305 1.174 in 0.260 Pass Deflection Total 14 0.795 1.762 in 0.451 • Pass Tekla Structural Designer,er,version: 1&0.5.4 PC3-29 P?e ect .leff Ref. • TIGARD HIGH SCHOOL 2(06135 i lap. .... ....... __.... ....... ...... ........ ....... _........ Aw TIGARD HIGH SCHOOL Page 2/28 Structural Designer t.aic.:y Date JY 1 6/28,2018 Catena Co, st ltE i'Engineers SB 1.3.2-4 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.9 159.3 kip 0.068 Pass Flexure Major 14 91.4 198.5 kip ft 0.461 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.071 - in - - Deflection Dead 12 0.213 0.850 in 0.250 Pass Deflection Total 14 0.544 1.275 in 0.427 Pass SB 1.4-4 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 6.0 159.3 kip 0.038 Pass • Flexure Major 14 41.0 249.4 kip ft 0.164 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.010 - in - - Deflection Dead 12 0.029 0.517 in 0.057 Pass Deflection Total 14 0.075 0.775 in 0.097 Pass SB 1.4-3 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 9.0 159.3 kip 0.057 Pass Flexure Major 14 13.5 249.4 kip ft 0.054 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.004 0.333 in 0.011 Pass Deflection Total 14 0.010 0.500 in 0.020 Pass SB 1.4-2 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 31.3 251.7 kip 0.125 Pass Tekia Structural Designer,version: 18.0.5.4 • PC3-30 • as.e`y.ttob Ret. 1'3GARD HIGH SCHOOL 2010135 TIGARD HIGH SCHOOL Page 3/28 5tcrl Designer Calc.by [tate Catena Con a teg EnPI 9/28/2018 Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 362.2 458.6 kip ft 0.790 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.157 - in - - Deflection Dead 12 0.595 1.174 in 0.507 pass Deflection Total 14 1.448 1.762 in 0.822 Pass SB 1.4-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.7 159.3 kip 0.117 Pass Flexure Major 14 144.4 237.4 kip ft 0.608 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.076 - in - - Deflection Dead 12 0.289 0.786 in 0.367 Pass Deflection Total 14 0.719 1.179 in 0.610 Pass 11111 SB 2.0.0.1-3 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 18.9 251.7 kip 0.075 Pass Flexure Major 14 -103.4 243.3 kip ft 0.425 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.018 - in - - Deflection Dead 12 0.038 0.644 in 0.058 Pass Deflection Total 14 0.101 0.967 in 0.104 Pass SB 2.0.0.1-2 Static Summary W 18x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 23.0 169.2 kip 0.136 Pass Flexure Major 14 204.6 236.8 kip ft 0.864 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.080 - in - - Deflection Dead 12 0.613 0.897 in 0.683 Pass Deflection Total 14 1.145 1.346 in 0.851 Pass SB 2.0.0.1-1 • Tekla Structural Designer,version: 18.0.5.4 PC3-31 :Proa(-ct job Ret 0 €i69(2D HIGH SCHOOL 2016135 Tekia ._..... _ .. .._ ... ...__ . ......_. .__...._. __ ..___ __.. ............. Structural D n r zicARr HIGH SCHOOL Page atzs Cac.by Data Catena Consulting Engineers i JY 9/28/2018 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.500 in 0.001 Pass SB 2.0.1-23 Static Summary No valid design combinations SB 2.0.1-22 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Flexural Classification 1 Compact - - - Pass Shear Major 14 4.4 106.0 kip 0.041 Pass Flexure Major 14 33.7 165.7 kip ft 0.204 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.033 - in - - Deflection Dead 12 0.120 0.803 in 0.150 Pass Deflection Total 14 0.300 1.204 in 0.249 Pass SB 2.0.1-21 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 159.3 kip 0.032 Pass Flexure Major 14 27.9 249.4 kip ft 0.112 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.041 - in - - Deflection Dead 12 0.064 0.933 in 0.068 Pass Deflection Total 14 0.183 1.400 in 0.131 Pass SB 2.0.1-16 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Tekia Structural designer,version: 18.0.5.4 III PC3-32 • Joh Ret. l'3GAR4 HIGH SC SCHOOL 2016135 lk p. ......... ........ .. . ...__ ......._. ............. Sheet ...... .... no eV t D ural j #Er, TIGARD HIGH SCHOOL Page 5/28 Oak;,by [,ate Catena ConsultingEngineer's PI6/2E/2018 Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Compact - - - Pass Shear Major 14 2.1 64.3 kip 0.032 Pass Flexure Major 14 7.0 65.2 kip ft 0.107 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.028 0.453 in 0.061 Pass Deflection Total 14 0.066 0.679 in 0.098 Pass SB 2.0.1-15 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 4.0 64.3 kip 0.062 Pass Flexure Major 14 13.5 65.2 kip ft 0.208 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.056 0.453 in 0.123 Pass • Deflection Total 14 0.128 0.679 in 0.189 Pass SB 2.0.1-14 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.9 64.3 kip 0.060 Pass Flexure Major 14 13.1 65.2 kip ft 0.201 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.054 0.453 in 0.119 Pass Deflection Total 14 0.124 0.679 in 0.183 Pass SB 2.0.1-13 Static Summary W 12x14 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 1.9 64.3 kip 0.030 Pass Flexure Major 14 6.6 65.2 kip ft 0.101 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.026 0.453 in 0.058 Pass • Tekla Structural Designer,version: 18.0.5.4 PC3-33 Rf afro I off Ref TIG'tRD HIGH SCHOOL 20161350 Alw Tekia TIGARD HIGH SCHOOL Pare 6/228 Structural l sir e ........... ....by Date is 9/28/2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Total 14 0.063 0.679 in 0.092 Pass SB 2.1-3 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 26.3 . 251.7 kip 0.105 Pass Flexure Major 14 -133.0 275.2 kip ft 0.483 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.023 - in - - Deflection Dead 12 0.052 0.644 in 0.081 Pass Deflection Total 14 0.121 0.967 in 0.126 Pass SB 2.1-2 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required • Flexural Classification 1 Compact - - - Pass Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.500 in 0.001 Pass SB 2.1-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required FlexaratClassification 1 Compact — - _ Pass Shear Major 14 19.0 159.3 kip 0.119 Pass Flexure Major 14 169.3 192.7 kip ft 0.879 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.093 - in - - Deflection Dead 12 0.460 0.897 in 0.513 Pass Deflection Total 14 1.113 1.346 in 0.827 Pass SB 2.8-3 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass IIITekIa Structural Designer,version:18.0.5.45.5.4 PC3-34 • f r'ciecf i Lab Ret. j TIGRt;G HIGH SCHOOL ..............2€}16135 air T TEGARD HIGH SCHOOL. Page 7/28 Structural Designer ..a.by '.Oat.: Catena Consulting Engineers .IY 9128/2015 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 0.2 159.3 kip 0.001 Pass Flexure Major 1 0.5 204.7 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.500 in 0.001 Pass SB 2.8-2 Static Summary W 24x55 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 24.0 251.7 kip 0.095 Pass Flexure Major 14 -130.4 209.1 kip ft 0.624 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.018 - in - - Deflection Dead 12 0.043 0.455 in 0.094 Pass Deflection Total 14 0.103 0.682 in 0.151 Pass • SB 2.8-1 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 19.1 159.3 kip 0.120 Pass Flexure Major 14 170.0 192.8 kip ft 0.882 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.097 - in - - Deflection Dead 12 0.458 0.897 in 0.510 Pass Deflection Total 14 1.117 1.346 in 0.830 Pass SB FRM 191-65 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.8 106.0 kip 0.102 Pass Flexure Major 14 65.8 165.7 kip ft 0.397 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.336 0.932 in 0.360 pass Deflection Total 14 0.772 1.398 in 0.552 pass SB FRM 191-7 IIITekla Structural Designer,version. 18.0.5.4 PC3-35 Prcect 'nt,€{nt ....._Mt;RL?HIGH SCHOOL 2016135 0 ,r T ki .._. __.._.e .— .. .-..---. _. ............. u,ter Structural Designer; TEGFIRD €G SCHOOL Page 6/28 Ca=_.by D,,,, Catena Consulting Engineers PI z3,=2$1201$ Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.2 106.0 kip 0.087 Pass Flexure Major 14 64.6 165.7 kip ft 0.390 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.316 0.933 in 0.339 Pass Deflection Total 14 0.754 1.400 in 0.539 Pass SB FRM 192-66 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.096 Pass Flexure Major 14 64.6 165.7 kip ft 0.390 Pass • Torsion No Significant Forces - - . Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.328 0.932 in 0.351 Pass Deflection Total 14 0.756 1.398 in 0.541 Pass SB FRM 192-11 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 9.1 106.0 kip 0.086 Pass Flexure Major 14 63.9 165.7 kip ft 0.385 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.316 0.933 in 0.339 Pass Deflection Total 14 0.745 1.400 in 0.533 Pass SB FRM 254-13 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.6 106.0 kip 0.072 Pass Tek€a Structural Designer,version: 18,0.54 - • PC3-36 0 Project ;n!;ft<>;_ TIGfaRQ HIGHSCHOOL .............2016135 Alir Tekid .� ,t u..N,E i St;et no IGARD HIGH SCHOOL Page 9/28Structural i t Caic.by._.. i Data Catena Consulting Engineers JY 9,/2812018 Design Condition # Design Value Design Capacity Units_ U.R. Status Flexure Major 14 53.3 165.7 kip ft 0.322 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.261 0.933 in 0.280 Pass Deflection Total 14 0.623 1.400 in 0.445 Pass SB FRM 254-4 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.3 159.3 kip 0.065 Pass Flexure Major 14 84.4 249.4 kip ft 0.338 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.057 - in - - Deflection Dead 12 0.232 0.932 in 0.249 Pass Deflection Total 14 0.561 1.398 in 0.401 Pass • SB FRM S2-19 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.2 106.0 kip 0.049 Pass Flexure Major 14 36.0 165.7 kip ft 0.217 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.167 0.928 in 0.180 Pass Deflection Total 14 0.419 1.392 in 0.301 Pass SB FRM S2-18 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 8.8 106.0 kip 0.083 Pass Flexure Major 14 61.6 165.7 kip ft 0.372 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.299 0.928 in 0.322 Pass Deflection Total 14 0.712 1.392 in 0.512 Pass SB FRM S2-17 • Tekla Structural Designer,version: 18.0.5.4 PC3-37 Project i Job Ref. 0 i{GA(2D HIGH SCHOOL 2016135 Structural Designer TRSAR HIGHS"SCHOOL Paye 10/28 Ca.,,.by i tea... Catena Corss;ltoo En +neeY< 1Y 9J2 ?20I} Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.6 106.0 kip 0.071 Pass Flexure Major 14 52.6 165.7 kip ft 0.318 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.044 - in - - Deflection Dead 12 0.254 0.928 in 0.273 Pass Deflection Total 14 0.609 1.392 in 0.438 Pass SB FRM S2-15 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 106.0 kip 0.109 Pass Flexure Major 14 69.8 165.7 kip ft 0.421 Pass III Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.396 0.928 in 0.427 Pass Deflection Total 14 0.827 1.392 in 0.594 Pass SB FRM S2-14 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 13.0 106.0 kip 0.122 Pass Flexure Major 14 73.7 165.7 kip ft 0.445 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.054 - in - - Deflection Dead 12 0.447 0.928 in 0.482 Pass Deflection Total 14 0.883 1.392 in 0.634 Pass SB FRM 54-69 Static Summary W 18x35 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 11.6 159.3 kip 0.073 Pass Tekla Structural Designer,version: 18.0.5.4 Ill PC3-38 W eefGP ;>r,Ref. i3JHIGH SCHOOL 2016135 Alw Tek ............ E1C.fUCi? ............. >hC:nl nt.. Structural 1 ter TIGARD HIGH SCHOOL Page 11/28 Sca . t by I Dave � t Catena Consulting Engineers JY 9.%28/2018 - Design Condition # Design Value Design Capacity Units U.R. Status Flexure Major 14 87.5 249.4 kip ft 0.351 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.053 - in - - Deflection Dead 12 0.289 0.932 in 0.310 Pass Deflection Total 14 0.594 1.398 in 0.425 Pass SB FRM SB-71 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.097 Pass Flexure Major 14 72.2 165.7 kip ft 0.436 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.057 - in - - Deflection Dead 12 0.351 0.932 in 0.377 Pass Deflection Total 14 0.839 1.398 in 0.600 Pass III SB FRM SB-16 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 8.9 106.0 kip 0.084 Pass Flexure Major 14 61.7 165.7 kip ft 0.372 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.046 - in - - Deflection Dead 12 0.300 0.928 in 0.323 Pass Deflection Total 14 0.713 1.392 in 0.512 Pass SB FRM SB-10 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 13 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 10.2 106.0 kip 0.096 Pass Flexure Major 14 71.1 165.7 kip ft 0.429 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.354 0.933 in 0.379 Pass Deflection Total 14 0.829 1.400 in 0.593 Pass • Tekla Structural Designer,version:18,0.5.4 PC3-39 PCfi:ji'C;t 1 Job(ik:f. • TIGrrto HIGH SCHOOL t 20161 35 Alsr Tekla1 Sheet no TIGAR€D HIGH SCHOOL Page 12/28 StrtiChiral4, :sr ri Calc b ]Jot Calera Consulting Engineers 1Y` 9,125)2018 SB FRM SC-64 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 14 Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 4.9 106.0 kip 0.046 Pass Flexure Major 14 34.2 165.7 kip ft 0.207 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.158 0.932 in 0.169 Pass Deflection Total 14 0.401 1.398 in 0.287 Pass SB FRM SC-21 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.0 106.0 kip 0.047 Pass • Flexure Major 14 34.3 165.7 kip ft 0.207 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.050 - in - - Deflection Dead 12 0.159 0.928 in 0.172 Pass Deflection Total 14 0.400 1.392 in 0.287 Pass SB FRM SC-15 Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass shaar Majnr__ 14 10.3 —131.2_ kip 0.079 Pass Flexure Major 14 83.2 202.5 kip ft 0.411 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.071 - in - - Deflection Total 14 1.034 1.935 in 0.534 Pass SB FRM SC-6 Static Summary W 16x40 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Not Applicable - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major 14 5.1 146.4 kip 0.035 Pass Flexure Major 14 35.9 273.7 kip ft 0.131 Pass Takla Structural Designer,version: 18.0.5.4 III PC3-40 S . zo.ec# SCHOOL lob(tet. -HOARD€HIGH2016135 ilir kla ,..ctum.... She:.,❑c. TIGARD HIGH SCHOOL Page 13/28 structural Designer by Date Catena Consulting Engineers Js 9/28/2018 Design Condition # Design Value Design Capacity Units U.R. Status Torsion No Significant Forces - - Not required Deflection Self weight 1 0.043 - in - - Deflection Dead 12 0.092 0.933 in 0.099 Pass Deflection Total 14 0.248 1.400 in 0.177 Pass SB IP 57-612 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.1 46.9 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required • Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.449 in 0.003 Pass SB IP 57-611 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.1 46.9 kip ft 0.003 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 14 0.001 0.449 in 0.003 Pass SB IP 57-609 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification Unknown - - - Not required Shear Major No Significant Forces kip - Not required IIITe€kla Structural Designer,version: 18.0.5.= PC3-41 Freed Job ftef. • 1lGPRD HIGHSCHOOL 2026135 :SLeei'+c ner TIGARD HIGH SCHOOL Page 14r28 Structural DesigL&c.};t,..__ ;Dail. Pt 9/28/2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Shear Minor No Significant Forces kip - Not required Flexure Major No Significant Forces kip ft - Not required Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required SB IP 57-607 Static Summary W 10x12 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Non Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 0.2 46.9 kip ft 0.004 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required III Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Total 1 0.002 0.483 in 0.003 Pass SB IP 57-523 Static Summary C 12x20.7 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.1 91.4 kip 0.001 Pass Flexure Major 14 0.2 96.0 _ kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.449 in 0.002 Pass SB IP 57-20 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 7.2 106.0 kip 0.068 Pass Flexure Major 14 50.2 165.7 kip ft 0.303 Pass Torsion No Significant Forces - - Not required Tekla Structural Designer,version: 18.0.5.4 III PC3-42 • -Pru ett LOS Ref. "(itaPRQ HIGH SCHOOL 703G'35 . ar TekI . .......... .......... ......... _......_. ._........ ............. ........ ..... ........ ............ ............._ .ictEa... SPnnt rc. TIGARL7 HIGH SLHOOI. P o. .15/28 Structural Designer 1 Laic,by :Oat,., Catena Consulting Engineers is 9/28/2018 • Design Condition # Design Value Design Capacity Units U.R. Status Deflection Self weight 1 0.044 - in - - Deflection Dead 12 0.241 0.928 in 0.260 Pass Deflection Total 14 0.582 1.392 in 0.418 Pass SB IP 58-20 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.6 86.0 kip 0.042 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 12.4 92.6 kip ft 0.133 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - III Deflection Dead 12 0.047 0.466 in 0.102 Pass Deflection Total 14 0.087 0.699 in 0.125 Pass SB IP 58-19 Static Summary W 12x19 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.3 86.0 kip 0.038 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 11.0 92.6 kip ft 0.118 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Dead 12 0.042 0.466 in 0.091 Pass Deflection Total 14 0.078 0.699 in 0.111 Pass SB IP 58-18 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass IIITela Structural Designer,version: 18,0,5,4 PC3-43 ocnt Job 2af. • 'fiGARD HIGHSCHOOL 2016735 Structure_.. shoot<+c ' '�$ # Designeral `00RD HIGH SCHOOL Page 16/28 SCalf:.by :Da?:> .0' 5.28/2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 14 2.3 94.5 kip 0.024 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 8.3 124.5 kip ft 0.067 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.009 0.371 in 0.025 Pass Deflection Total 14 0.020 0.556 in 0.036 Pass SB IP 58-17 Static Summary W 14x22 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.1 94.5 kip 0.023 Pass Shear Minor No Significant Forces kip - Not required • Flexure Major 14 5.9 124.5 kip ft 0.048 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.005 0.322 in 0.016 Pass Deflection Total 14 0.011 0.483 in 0.023 Pass SB IP 58-11 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 5.3 106.0 kip 0.050 Pass Flexure Major 14 37.7 165.7 kip ft 0.227 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.055 - in - - Deflection Dead 12 0.172 0.932 in 0.185 Pass Deflection Total 14 0.430 1.398 in 0.307 Pass SB IP 58-10 Static Summary W 16x26 Tokio Structural Designer,version: 18,0.54 III PC3-44 • 'c}ee:t SCHOOLJab Ref 2096 + 'PIG,�(2{>HI :€35 ar Tekla .... .......... ......... ............ .. ........ __.... ... _ _... ...._ ........... Shc,no Structural Designer TIGARD HIGH SCHOOL Page 17t28 Catena Consulting Engineers 16 9/28/2018 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.2 106.0 kip 0.020 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 5.7 165.7 kip ft 0.034 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Dead 12 0.004 0.348 in 0.012 Pass Deflection Total 14 0.010 0.522 in 0.020 Pass SB IP 58-9 Static Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required III Flexural Classification 1 Compact - - - Pass Shear Major 14 1.8 106.0 kip 0.017 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 4.9 165.7 kip ft 0.030 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Dead 12 0.003 0.371 in 0.008 Pass Deflection Total 14 0.008 0.556 in 0.014 Pass SB IP 58-8 Static Summary C 12x20.7 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.1 91.4 kip 0.001 Pass Flexure Major 14 0.2 96.0 kip ft 0.003 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.001 0.449 in 0.002 Pass SB IP 59-20 Static IIITekla Structural Designer,version:18.0.5,4 PC3-45 p,oiet,t !lob Ret • r cnao€ia€ SCHOOL 201615 Structural Desir er r ar Ro HIGH SCHOOL P 'L +28 Laic.by Date. Catena Consulting Engineers JY 9/28/2018 Summary W 16x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 3.7 106.0 kip 0.035 Pass Flexure Major 14 26.2 165.7 kip ft 0.158 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.042 - in - - Deflection Dead 12 0.120 0.933 in 0.129 Pass Deflection Total 14 0.309 1.400 in 0.221 Pass SB IP 59-19 Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 10.7 131.2 kip 0.081 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 72.8 202.5 kip ft 0.360 Pass Flexure Minor No Significant Forces kip ft - Not required III Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.438 0.933 in 0.470 Pass Deflection Total 14 0.721 1.400 in 0.515 Pass SB IP 59-18 Static Summary W 16x31 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 14.4 131.2 kip 0.110 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 14 98.0 202.5 kip ft 0.484 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression No Significant Forces kip - Not required Combined Forces No Significant Forces - - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.040 - in - - Deflection Dead 12 0.644 0.933 in 0.690 Pass Deflection Total 14 0.981 1.400 in 0.701 Pass Tekla Structural Designer,vrersio€n. 18.0.5.4 III PC3-46 • i'ris;e. iutt Ref. 11,Tekt, 1'IGr�Rt?HIGH SCHOOL .........2016135 S 'et air. Structural D n r T#fir RD HIGH SCHOOL Page 1 r28 to NY..... ;Date ...... Catena Consu3tiagEngineers JY 9/28/2018 Steel Beam Design Beams Composite Rolled SB 1.1-34 271 >A 14'.6' 12' 7" 11' 6" �''r'.„. '-' '..w.' ' 1 -..w ... r r ' .._ _..,`.._..'. ' P, n, rl 't �'/.A (SB 1.1-34)A-A St. 1_1 (1.1): 58 1.1-34 W 18x40 A992-50 (24) (Deformed # 3 @ El III Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4”x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 24'1" 24 1 1 Static Summary W 18x40(24) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.168 Pass Classification 12 Compact - - - Pass Vertical Shear 13 14.3 169.2 kip 0.085 Pass Flexure 13 107.9 468.3 kip ft 0.230 Pass Connector Resistance 12 11 24 - Pass Deflection Self weight 12 0.025 - in - - Deflection Slab 12 0.172 1.204 in 0.143 Pass Deflection Dead 12 0.028 0.803 in 0.035 Pass Deflection Live 12 0.092 0.803 in 0.114 Pass Deflection Post Composite 12 0.120 0.803 in 0.149 Pass Deflection Total 12 0.317 1.204 in 0.264 Pass Construction Stage W 18x40(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required alTekla Structural Designer,version: 18.0.5,4 PC3-47 c,oc.,,:c lob 50. • i'3GF33D HIGH SCHOOL 'LG1ti I35 OrTekIa' TIGARD NIGH SCHOOL Page 20/28 Structural Designer Ca by Data Catena Consulting Engineers 1Y W28,12018 Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Compact - - - Pass Shear Major 1 5.8 169.2 kip 0.034 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 43.4 294.0 kip ft 0.147 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.025 - in - - Deflection Total 1 0.202 1.204 in 0.168 Pass End Reactions Un-factored Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.6 0.6 1 Slab self weight 1 4.0 4.1 2 Dead 1 1.2 1.2 5 Unreduced live 1 4.4 4.5 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 8 Snow 1 0.0 0.0 III 9 Construction live 1 0.0 0.0 10 Slab Wet 1 4.1 4.2 SB 1.1-32 �A 14' 6" 11' 6" 10 .... .... _...._. __..._ ........,� _ I 77 i,r 9r--\Pi r—t r-N P,=--t r-l r—t rt\L r -co '' i r, 4-1, j A (SB 1.1-32) A-A St. 1.1 (1.1): SB 1.1-32 W 12x14 A992-50 (8) Deformed # 3 @ 8"1 Connectors\Layout NameDiameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 3'3" 3 1 1 4'3" 7'3" 2 1 2 8'3" 11'6" 3 1 1 Static • Tekla Structural Designer,version: 18.0.5.4 PC3-48 • s ;eCt .o5 fe:f. 21008�HIGH SCHOOL 2016135 ar Teal . ... .............. 3 ...._ ___- ...... ...__.._ .,.[.�rc:� Sh.e.nc TICARD HIGH SCHOOL Page 21/28 Structural Designer Laic,CY Dale Catena Consulting Engineers Summary W 12x14(8) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.157 Pass Classification 12 Compact - - - Pass Vertical Shear 13 9.5 64.3 kip 0.147 Pass Flexure 13 27.2 122.0 kip ft 0.223 Pass Connector Resistance 12 4 8 - Warning Deflection Self weight 12 0.002 - in - - Deflection Slab 12 0.079 0.575 in 0.137 Pass Deflection Dead 12 0.008 0.383 in 0.022 Pass Deflection Live 12 0.028 0.383 in 0.074 Pass Deflection Post Composite 12 0.037 0.383 in 0.096 Pass Deflection Total 12 0.118 0.575 in 0.205 Pass Construction Stage W 12x14(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass III Shear Major 1 3.6 64.3 kip 0.056 Pass Shear Minor No Significant Forces kip Not required Flexure Major 1 10.3 65.2 kip ft 0.157 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.002 - in - - Deflection Total 1 0.083 0.575 in 0.145 Pass End Reactions Un-factored Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.1 0.1 1 Slab self weight 1 2.8 2.8 2 Dead 1 0.8 0.8 5 Unreduced live 1 3.1 3.1 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 8 Snow 1 0.0 0.0 9 Construction live 1 0.0 0.0 10 Slab Wet 1 2.9 2.9 SB 1.1-29 • Tekia Structural Designer,version:18,03.5.4 PC3-49 Frcact lob Ret_ • g €IGfiRD HIGH SCHOOL 2016135Alw TekI� :,.cn8u--_.. r.. _f,. i StC't f' (lam t'teC' TIGARD HIGH SCHOOL Page 22/28 ruCain,bk, Date ' Catena Consu!tinu Engineers 9/28/2018 S12 r A 14' 6" 6' 9 1/2" 6' 9 1/2" ei 512" - .ti I, ,A (SB 1.1-29) A-A St. 1_1 (1.1): SB 1.1-29 W 16x26 A992-50 (14) [Deformed # 3 @ 8"1 Connectors\Layout III Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 13'7" 14 1 1'0" Static Summary W 16x26(14(14)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.119 Pass Classification 12 Compact - - - Pass �__ __Vertical Shear 12 7.6 106.0 kip 0.071 Paas Flexure 12 50.6 287.4 kip ft 0.176 Pass Connector Resistance 12 7 14(14) - Pass Deflection Self weight 12 0.004 - in - - Deflection Slab 12 0.049 0.679 in 0.072 Pass Deflection Dead 12 0.008 0.453 in 0.018 Pass Deflection Live 12 0.026 0.453 in 0.058 Pass Deflection Post Composite 12 0.034 0.453 in 0.076 Pass Deflection Total 12 0.088 0.679 in 0.129 Pass Construction Stage W 16x26(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Tekik Structural Designer,version: 18.0.5.4 Ill PC3-50 -F r:cet 0 s: 13G;RD Ii1Gi SCHOOL Job R,,t. -. ._. ........2016135 Alw Tkia� ULt — ---- jf3e.Etl.„. TEGARD NIGH SCHOOL wide 23/28 Structural r l l goer La._„, ;6av_ Catena Consulting Engineers JY 9/28/2028 Design Condition # Design Value Design Capacity Units U.R. Status Flexural Classification 1 Compact - - - Pass Shear Major 1 3.0 106.0 kip 0.028 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 19.7 165.7 kip ft 0.119 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.004 - in - - Deflection Total 1 0.055 0.679 in 0.081 Pass End Reactions Un-factored Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.3 0.3 1 Slab self weight 1 2.2 2.2 2 Dead 1 0.6 0.6 5 Unreduced live 1 2.4 2.4 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 III 8 Snow 1 0.0 0.0 9 Construction live 1 0.0 0.0 10 Slab Wet 1 2.2 2.2 SB 1.1-28 S12 [`A 14' 6” 6' 91/2" 6' 9 1/2" m (SB 1.1-28) A-A A St. 1.1 (1.1): SB 1.1-28 W 12x19 A992-50 (14) 1Deformed # 3 @ 8"1, Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 • Tela Structural Designer,version: 18.0.5.4 PC3-51 •7"IGR[2L HIGH SCHOOL 2016735 k1�. 2_222... . . 2222...... __._ .. 2222...... 2_222_. 2222. 2222.._ ............. ............ Shnn. no `* TIGARD HIGH SCHOOL Page 24/28 Structural*- 'otter; a ate Catena Consulting Engineers l .1,19/28/2018 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group distance [ft,in] 0" 13'7" 14 1 1'0" Static Summary W 12x19(14(14)) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.137 Pass Classification 12 Compact - - - Pass Vertical Shear 12 4.9 86.0 kip 0.057 Pass Flexure 12 32.7 192.8 kip ft 0.169 Pass Connector Resistance 12 7 14(14) - Pass Deflection Self weight 12 0.006 - in - - Deflection Slab 12 0.071 0.679 in 0.105 Pass Deflection Dead 12 0.009 0.453 in 0.019 Pass Deflection Live 12 0.028 0.453 in 0.061 Pass Deflection Post Composite 12 0.036 0.453 in 0.080 Pass Deflection Total 12 0.113 0.679 in 0.167 Pass Construction Stage III W 12x19(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 1 1.9 86.0 kip 0.023 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 12.6 92.6 kip ft 0.137 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.006 - in - - Deflection Total 1 0.079 0.679 in 0.116 Pass End Reactions Un-factored Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.2 0.2 1 Slab self weight 1 1.4 1.4 2 Dead 1 0.4 0.4 5 Unreduced live 1 1.6 1.6 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 8 Snow 1 0.0 0.0 9 Construction live 1 0.0 0.0 10 Slab Wet 1 1.4 1.4 SB 1.1-27 Te€da Structural Designer,version: 18.0.5.4 • PC3-52 1 • geecttoe Ref 7 iGASO HIGH SCHOOL 2016135 ;r Tekia Structural r' TIGARD HIGH SCHOOL Page 25/28 Catena Consulting,Engineers .{Y 9/26/2018 #42981 50 11' 6" i � A 14' 6" 11' 6.. .» M i '5 1 2" • iA (SB 1.1-27) A-A 11' 6" St. 1.1 (1.1): SB 1.1-27 W 16x31 A992-50 (11) (Deformed # 3 @ 8"1 Connectors\Layout Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 11'6" 11 1 1 Static Summary W 16x31(11) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.028 Pass Classification 12 Compact - - - Pass Vertical Shear 12 4.9 131.2 kip 0.037 Pass Flexure 12 14.1 284.8 kip ft 0.049 Pass Connector Resistance 12 5 11 - Pass Deflection Self weight 12 0.001 - in - - Deflection Slab 12 0.010 0.575 in 0.017 11111 Pass Tekla Structural Designer,version: 18.0.5.4 PC3-53 i Project iob Ref. • TIGARD HIGH SCHOOL 2016135 4ructle0 i Sheet of,c. TIGARD HIGH SCHOOL Page 26/23 Structural Designer 1Y l 9/28/2018 Catena Consulting Engineers Design Condition # Design Value Design Capacity Units U.R. Status Deflection Dead 12 0.002 0.383 in 0.005 Pass Deflection Live 12 0.006 0.383 in 0.016 Pass Deflection Post Composite 12 0.008 0.383 in 0.021 Pass Deflection Total 12 0.019 0.575 in 0.033 Pass Construction Stage W 16x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - Pass Shear Major 1 2.0 131.2 kip 0.015 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 5.6 202.5 kip ft 0.028 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.001 - in - - Deflection Total 1 0.011 0.575 in 0.020 Pass End Reactions Un-factored III Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.2 0.2 1 Slab self weight 1 1.4 1.4 2 Dead 1 0.4 0.4 5 Unreduced live 1 1.6 1.6 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 8 Snow 1 0.0 0.0 9 Construction live 1 0.0 0.0 10 Slab Wet 1 1.4 1.4 SB 1.1-20 r version: 18.0.5,4 III Tel�4a Structural I�vslgr e , PC3-54 Pr,;r 4110 ,�,r,rter. HOARD HIGH SCHOOL 2016135 Air1eIa .�_ �.. ,rF Sn,t nu. Structural Designer, is r>HIGHSCHOOL. <�27/28 Catena Consu#ting Engineers SY 9/28/2018 271 iA 14 6" 12' 7" !If-.11 r-1.,r-s1 :n f r,3 r-s il„r s r-snr-sr-v Co_ : I r. r. 1. N- ,,; iv ;A (SB 1.1-20) A-A St. 1.1 (1.1): SB 1.1-20 W 12x14 A992-50 (12) [Deformed # 3 @ 5_11 Connectors\Layout • Name Diameter As welded height Specified ultimate tensile strength AISC 3/4"x 4 3/8" 3/4" 4" 65.00 Distance end 1 Distance end 2 Number of connectors Number of connectors Group spacing [ft,in] [ft,in] in length in group x rib 0" 12'7" 12 1 1 Static Summary W 12x14(12) Design Condition # Design Value Design Capacity Units U.R. Status Construction Stage 1 - - - 0.097 Pass Classification 12 Compact - - - Pass Vertical Shear 12 5.2 64.3 kip 0.081 Pass Flexure 12 16.5 139.6 kip ft 0.118 Pass Connector Resistance 12 6 12 - Warning Deflection Self weight 12 0.003 - in - - Deflection Slab 12 0.056 0.629 in 0.089 Pass Deflection Dead 12 0.006 0.419 in 0.015 Pass Deflection Live 12 0.020 0.419 in 0.048 Pass Deflection Post Composite 12 0.026 0.419 in 0.063 Pass Deflection Total 12 0.086 0.629 in 0.136 Pass Construction Stage W 12x14(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass • Tekla Structural Designer,version: 18,0.5.4 PC3-55 i'rce•ttnP;Ret. • TIGARD HIGH SCHOOL 2016135 ui.turc: 51;:et no. TI#',GARD HIGH SCHOOL Page 28/28 Structural Designer Ca!c.by Dat>, Catena Consulting Engineer, JY 9j28/7.019 Design Condition # Design Value Design Capacity Units U.R. Status Shear Major 1 2.0 64.3 kip 0.031 Pass Shear Minor No Significant Forces kip - Not required Flexure Major 1 6.3 65.2 kip ft 0.097 Pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Total 1 0.061 0.629 in 0.097 Pass End Reactions Un-factored Loadcase Span End 1 End 2 [kip] [kip] 0 Self weight-excluding slabs 1 0.1 0.1 1 Slab self weight 1 1.5 1.5 2 Dead 1 0.4 0.4 5 Unreduced live 1 1.7 1.7 6 Reduced live 1 0.0 0.0 7 Roof Live 1 0.0 0.0 8 Snow 1 0.0 0.0 9 Construction live 1 0.0 0.0 III10 Slab Wet 1 1.6 1.6 Tek€a Structural Designer,version: 18 0.5.4 III PC3-56 . „ Lg-E0d ...., 77 77. 77 >77 S 7 > 1 17 I ' n 7 Is.I I> 7 S777 *7 I777 I 11 I il s'77 ' .oss ° 7.ess% 4 727177% , Ie.( 1..410*-'' i ' t,'Li, .0-•,',.,.' 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" ...Z .-. ,....s, , )„..4,,, ,,,..1- .„ t ,./, Zi ----z---t-- 0—z-.-.. ---i- 1/V ,,,,4..* 4,,, % ,,.. t,c, ...* t . .7 ss77% • 77 I 74 7— (71 )6/0'2 Of '." 01 ci 1 0162Z 5 / z ncvl ,.,.... 77 >' ' —I 72,7> 777 77 is-s (s7 717 S I s s s ..V. p, *) 51' .2 'tt' ll Lt5 61 OZ .5 2 2 ,-,'''' 1 Id-, •A‘-LI/ Z :: \/1101;`- 7777-7°71> '7 777771,1 e 71 7:77>es A77,7722, 7 --ss 77 7.777> s 7 )q- 7.„2.4, .:ittirl, 1 7.77 s>7 >7 —7 7211 7 A 7 I, s 1 7 I 1 ig *crlai 17-1 , Vc Its(.7 IIIIII7777777 d'e 1 1 i ' '1 „„,.. i i$T1 JCPii 1I1.t11,<„ .- lc; , 7) 12 '2 5 .(pd , i , .........r..., .1 iv )I0 .12 it) 09 ft/ pck2ri Leo rii .ie es, >7 41 I I° I1 iI h 4....747 753 V 9//79 11/114.V AT ill 0 :aloa : G i.:1efqns :e6od 00:51' 9/0 Z:oN .4oefold Du am 3:1, .„0” ITEM 39.7 p,,,,,,t r=<,t_ T1GP,R0 HIGH SCHOOL 20161350 Alar Tkl ,Shoot no Structural Designer 3 `_ TIGA,RD HIGH SCHOOL Rage 1/1 ttakt by Date Pt 3128/2018 Catena Consulting Engineers GYM CPY CF.5 Static Summary W 6x20(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 12 Non Slender - - - Pass Flexural Classification 1 Compact - - - Pass Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major 14 -2.1 47.7 kip ft 0.043 pass Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression 14 6.9 147.2 kip 0.047 Pass Combined Forces 14 - - - 0.066 Pass III Tekia Structural Designer,,version: 18.0.5.4 III PC3-58 ITEM 39.22 • Protttink2 Ref TIGARD HIGH SCHOOL 2036335 , , u..0 r: Si,::'¢nc. Structural ctur l Desi nef GtiRD 633 SCHOOL Page.i/1 i,k by Date Catena Consulting Engineers JY 912812 SS SC S6/SN.2 Static Summary W 8x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Non Slender - - - Pass Flexural Classification Unknown - - - Not required Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major No Significant Forces kip ft - Not required Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression 13 202.5 247.6 kip 0.818 Pass Combined Forces No Significant Forces - - Not required • 111 Tekla Structural Designer,version: 18.0.5.4 PC3-59 ITEM 39.23 K.cert Job Ee{. EIG;t(2L1 HIGH SCHOOL 2016135 41) AlwekI�w:. ....._. ..........._ ...._. ........ .......... .__ ................ .._. ........... .__..__.. .,,, ,.�a�,turt 3},,,t r:. TIGARD HIGH SCHOOL. Rage 1/1 Structural Designer :ab:by Data Catena Consulting Engineers 1Y W28/2038 SC S5/SN.2 Static Summary W 8x31(A992-50) Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification 1 Non Slender - - Pass Flexural Classification Unknown - - - Not required Shear Major No Significant Forces kip - Not required Shear Minor No Significant Forces kip - Not required Flexure Major No Significant Forces kip ft - Not required Flexure Minor No Significant Forces kip ft - Not required Axial Tension No Significant Forces kip - Not required Axial Compression 13 201.3 247.6 kip 0.813 Pass Combined Forces No Significant Forces - - Not required • Tekia Structural Designer,version: 18.0.5,4 III PC3-60 .... . ... .. .... ..... ,. . . . . . .... . ...,_... I-9-COd • 0 i At4A4 'AI.. Cc .... -4.4- .1 ._ , ! A ,, 4.4. ,^AAA. , 4 1 14- A ::.444 4,/ ......._ -‘,. -i-,.., 7X (A-4 U„1--'X',..; 0 44:4 „I—1 ., --',' , --1 - — ' - ...,1 i i )- -4—4.\.) • i i c-,\-,..).--- t---ic ) II ., 1.42:4,1:?!.H. :::'0 = t,('7 ti• ' -tt' --t- A'- '---..., i c .., --, - 3 tiV1 P1C1..) "1141 1•'S. tfr: 12,44.,,,,,-,,, I LI i N 0 "WV 5: --.,.'1\410 i v,I „."ici („.t tA 4-.„. .1_,-, . ...„._...._„„.__. it„ ,,, i- •,,,y z> , ...,„44,,,, . , e:\''i - 1) ° ' '-79-(4 4:)67 scz 1 x.cr i z•„.-7 ....„ ,--z.,1..... $:, ,-,--, II-, .. .\ --..,-1 „irit „‘ .. ,... i z .....„ ,,, At , /11 ! , VI --- 9 \„) 1124„V„Jia el •51,3re- (5) ..I ..., PAi AC' A .7 , , — - c (... 1 -44-clZke •:,,,, i --hr ,..,,, , Li - i- - : .1„ ) , A,/ .,,,k1S. : 37 14r3+1, „ . .. ... 0 :aloa :Ag :palqns a U G40 0 :a8od k :0N :pafald Beam: N12 Shape: HSS12X12X6 -.001 at 25 ft • Material: A500 Gr.B Rect Dz in Length: 25 ft I Joint: N1 Dy in J Joint: N3 LC 5: D+0.75SL+0.45WL-DN Code Check: 0.073 (bending) -.086 at 12.5 ft Report Based On 97 Sections 11111 1.909 at Oft .945 at 0 ft . Vz k A k .945 at 12.76 ft -1.909 at 25 ft 10.703 at 12.5 ft T k-ft Mz \* N ao, My k-ft -8.582 at 25 ft 2.159 at 12.5 ft -.029 at 20.052 ft 059at0ft • � • fa .059 at 12.76 ft ksi \\\ fc ksi .029 at 20.052 ft -2.159 at 12.5 ft AISC 14th(360-10):ASD Coae Check Direct Analysis Method Max Bending Check 0.073 Max Shear Check 0.015(z) Max Defl Ratio L/10000 Location 12.5 ft Location 25 ft Location 0 ft Equation H1-lb Span 0 Bending Flange Non-Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 46 ksi Lb 25 ft 25 ft Pnc/om 335.987 k KL/r 63.511 63.511 Pnt/om 440.719 k Mny/om 148.55 k-ft L Comp Flange 25 ft Mnz/om 148.55 k-ft L-torque 25 ft • Vny/om 126.352 k Taub 1 Vnz/om 126.352 k Tn/om 130.269 k-ft Cb 1 PC3-62 Project Job Ref. catena e onsi vn letg � � • �l i t e r s Section Sheet nofrev. Al *x( 1 • CATENA CONSULTING ENGINEERS Calc.by IDate Chk'd by I Date App'd by Date lir 10/1/2018i I SNOW LOADING(ASCE7-10) Tedds calculation version 1.0 06 Building details Roof type Monopitch Width of roof b=13.00 ft Slope of roof 1 a= 1.20 deg Ground snow load Ground snow load pg=10.00 lb/ft2 Density of snow y=min(0.13 x pg/1ft+ 14lb/ft3,301b/ft3)=15.30 lb/ft3 Terrain type B Exposure condition(Table 7-2) Partially exposed Exposure factor(Table 7-2) Ce=1.00 Thermal condition(Table 7-3) Structures kept just above freezing Thermal factor(Table 7-3) Ct=1.10 Importance category(Table 1-1) II Importance factor(Table 7-4) Is=1.00 Min snow load for low slope roofs(Sect 7.3.4) prime= Is x pg=10.00 lb/ft2 Flat roof snow load (Sect 7.3) Pt=0.7 x Ce x Ct x Is x pg=7.70 lb/ft2 • Cold roof slope factor(Ci>1.0) Roof surface type Slippery Ventilation Ventilated Thermal resistance(R-value) R=30.00°F h ft2/Btu Roof slope factor Fig 7-2b(dashed line) Cs=1.00 Monoslope Sloped roof snow load(CI.7.4) ps=max(Cs x pt,pf min)=10.00 lb/ft2 Balanced load r--- _ 10.0 psf 1.2 ° i i {,-- 13' ►1 Roof elevation Drift calculations • Balanced snow load height he=pt x Cs/y=0.50 ft Length of upper roof I.=102.00 ft Length of lower roof li=65.50 ft PC3-63 `` Project Job Ref. Catena engiale"ers "� Section Sheet no./rev. Qtvvx 2 CATENA CONSULTING ENGINEERS Calc.by Date Chk'd by I Date App'd by Date • ,t 10/1/2018 Height diff between uppper and lower roofs hdirf=10.50 ft Height from balance load to top of upper roof he=hdin-hb=10.00 ft Drift height leeward drift h&j=0.43 x(max(20 ft,I„)x 1ft2)1/3 x(pg/11b/ft2+ 10)114- 1.5ft=2.75 ft Drift height windward drift hd_W=0.75 x(0.43 x(max(20 ft,li)x 1ft2)113 x(p9/1lb/ft2+ 10)114- 1.5ft)_ 1.62 ft Maximum lw/ww drift height hd_max=max(hd w,hd_i)=2.75 ft Drift height hd=min(hd_max,hc)=2.75 ft Drift width Wd=min(4 x hd,8 x hc)=10.99 ft Drift surcharge load pd=hd x y=42.06 lb/ft2 49.8 psfl tk 41 :*,*4t 7 7 psf ,,ti,'tz cam N ----10' 11.9" —►j i Elevation on snow drift • &41014.3. k4t -A ` 71.:‘? Y. 1, - € t a_�— ,. r ; 1 i// e : "� ^t S1AQ AP - ut gib: W °�P " Ivy!izol- " °°:j w . i €:ro? t2 il,l,Silet:t Ef i\f t -he t° ° r '°..- .q.7:N A 'M k1 „�- 2 P ; `? &tit Vt l« , e ci Alt. , ti e, m t tr/off mrt 1 .. CAS b� ' t . ., , psi?-° , P _ ,. p - ryKx, ckplar i .a_. 7i ." 9t, s_ 44" III PC3-64 fcat."---k,„ Project: aNo: Pale: 4t consv !ting H (. . # e g { v e e r s SubjectBy: Date: 0 A&A.,,,,,,..._ tA410k.91*ts> -,0 ,'"( :'1:4, NA iv r4 � "� > y � :a d-^ \, ^- 2C t. --4-'R sr- m�m i \i%' ,.'„ 3 . , -a) X,07,1:214- .- 1%2;> , t-rs .r 61411)\:1) as *44113 j • _ Y ai t) arc) --�a.M 1976 A m A 1�.. i\ ._ i cam°, , . �>,. Y ,N, Al,t v, Y° 2 ', ; ascot's. PC3-65 1.111/1=T1 www.hilti.us Profis Anchor 2.7.8 Company: Catena Consulting Engineers Page: 1 • Specifier: Jin Yu Project: THS Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/1/2018 E-Mail: Jin@catenaengineers.com Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 5/8(4) Effective embedment depth: hef=4.000 in.,hnom=4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2017 I 5/1/2019 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,,x 1,x t=48.000 in.x 4.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) yes(D.3.3.6) R..user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,,..) • Geometry[in.]&Loading[Ib,in.lb] z of . . y Input data and results must be checked for agreement with the existing conditions and for plau PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark ofd'A? haan FIIL.T� www.hilti.us Profis Anchor 2.7.8 • Company: Catena Consulting Engineers Page: 2 Specifier: Jin Yu Project: THS Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/1/2018 E-Mail: Jin@catenaengineers.com 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity RN/iv[%] Status Tension - - - -/- - Shear Steel Strength 450 1,976 -/23 OK Loading I3N Pv i; Utilization 13N,V[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. • Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plaup{gilily!, PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of it r',O chaan Aeiiacon nsun leteing • eglGs October 8, 2018 Ms. Caroline Lemay Bassetti Architects 71 Columbia Street Suite 500 Seattle, WA 98104 RE: Tigard High School Modernization PROJECT ADDRESS: 9000 SW Durham Rd Superstructure Plan Check Comments Catena Project No.: 2016135.00 Dear Caroline: This letter contains our responses to the superstructure plan check comments prepared b y Rogers Engineering for the Tigard High School Modernization project. For your convenience, we have included the plan check comment in italics preceding our response. • Item #1.13: Sheet S2.21 appears to show a W12x26 for SB 2-545 whereas calculation page PC2-37 shows a W16x26. Provide clarification. Response: Please refer to the updated calculation for SB2-545. Item #1.26: Clarify where beam SB FRM S2-20 on calculation pages PC3-7 and PC3-8 is located. Response: SB FRM S2-20 is located on Grid S2 between Grid SE and SF. Item #1.36: Clarify where calculations for beam IP 57-22 are located. Response: Beam IP 57-22 is renamed as S2-19. Calculation is shown on PC3-18. This beam is W16x26, located 8'-8" north of Grid SA between Grid S2 and S4. Item #1.45: • Clarify where calculations for beams SB 2.0.1-21, SB 2.0.1-23, and SBI.1-34 on page PC3- 28 are located. • Clarify where beams SB 2.0.1-21 and SB2.0.1-22 on calculation page PC3-32 are located. • Clarify the location of beam SB 1.1-34 on calculation page PC3-47. 1500 ne Irving street suite 412 a, portland Oregon 97232 t 503.467.4980 .`503.467.4797 October 8, 2018 Page 2 Catena Project No.: 2017054.00 Ill • Clarify the location of beam SB 1.1-32 on calculation page PC3-48. Response: 1) Calculation for SB 2.0.1-21 is located on PC3-32. Calculation for SB 1.1-34 is located on PC3-47. Please see the attached calculation for SB 2.0.1-23. 2) See PC3-28, SB 2.0.1-21 is located on Bridge Roof level (210'-6") on Grid S12 between SP and SO. SB 2.0.1-22 is located on Bridge Roof level (210'-6") on Grid S13 between SO.5 and SN. 3) See PC3-28. SB 1.1-34 is located on Bridge Upper Aux Level (T.O.S. 199'-0") on Grid 13 between SO.5 and SN. 4) See PC3-28. SB 1.1-32 is the beam located on Bridge Upper Aux Level(T.O.S. 199'-0") on Grid 12.4 between SO and SN. Item #44: Item to remain open until shop drawings are approved. No response needed. c Response: No response required. We hope that this information clarifies the project documents satisfactorily. Sincerely, Ill ocTi,„? ir bilk10,•• ✓*� ••••" .k. ,l,Q _ o . .., EXPIRES:06130/2020 Jason M.Thompson, S.E. Avery Morris,S.E. Principal Associate 1111 „,,,,lw-,,A,i,,-,:ltk,..,ot ,,,tatet.7 ek,nwovs. 1500 ne Irving street • suite 412 . portiond oregon 97232 :503.467.4980 503.467.4797 Item 1.13 41) p,,,,,,i TIGARD HIGHSCHOOL 2016135 AarTek [t_tti Yf' of 3i=`G_ , �ctural TIGARD NIGH SCHOOL Page L'1 SDesigner ta:,.,by Datta Catena Consuiltin.En eers 3Y 10/8120184 ,n SB 2-545 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 0.2 84.2 kip 0.002 Pass Flexure Major 14 0.7 110.8 kip ft 0.006 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Total 14 0.003 0.654 in 0.005 Pass III IIIIITekla Structural Designer,version: 16.0.5.4 PC4-1 Item 1.45 Pn yect io6 ReY, III TIGttRD HIGH SCHOOL .............2026135 TIGARD HIGH SCHOOL Page Ill Structural 'goner: F Lai,try .Date Catena Consulting Engineers 1Y 10/8/2018 SB 2.0.1-23 Static Summary W 12x26 Design Condition # Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification 1 Compact - - - Pass Shear Major 14 2.8 84.2 kip 0.033 Pass Flexure Major 14 10.3 139.5 kip ft 0.074 Pass Torsion No Significant Forces - - Not required Deflection Self weight 1 0.003 - in - - Deflection Dead 12 0.010 0.383 in 0.027 Pass Deflection Total 14 0.026 0.575 in 0.045 Pass III Tekla Structural Designer,version: 18.0.5.4 • 1 PC4-2 1