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:De -c Eli- c .Pd , l/ham : r - ' c- l. TurnerCITY OF TIGARD REVIEWED FOR CODE COMPLIANCE Reviewed by: Eric Mishler Date: 12/07/2018 Approved ] Reviewed by Turner for General compliance with the OTC: [ l contract documents only. This review does not relieve 0- RO the subcontractor of the responsibility for making the Permit#. v � ,n •�` t.v C Esi '--is work confrom to the requirements of the contract. The Address: Z _'� � - I $0262PE subcontractor is responsible for all dimensions,correct . Suite#: •lCC fabrication and accurate fit with the work of other trades. Submittal Number: 055000-05 By: • • Dates, - )� ., �9 '' fir, • / $6 OREGON4 r.ISk JOB NAME: COMPASS TENANT IMPROVEMENT - 6� = :'- ,� . ADDRESS: 10895 SW 95THAVE TIGARD, OR 97223 � ®10E COP � PROJECT LOCATION: VULCRAFT FILE NO. 8O_9-514 :: VALIDITY OF PERMIT CUSTOMER: COMPLETE FUSION WELDING DARRELL E. MARCHELL, P.E. THE ISSUANCE OFA PERMIT • ENGINEER: VLMK . .. NUCOR — VULCRAFT GROUP BASED ON CONSTRUCTION DOCUMENTS AND OTHER DATE: DECEMBER 4, 2018 18678 142ND AVENUE NE DATA ALL NOT PREVENT WOOD l N VI LLE, WA 98702 THE CODE OFFICIAL FROM RE: JOIST UPGRADE DETAILS FOR MARKS G10, T8, T29 C REQUIRIUGTHEOC�CORRECTION CELL: 435- 740-0744 OF ERRORS. Fax: 425- 482-6433 • 1. SPECIAL INSPECTION REQUIRED State Of Oregon Structural Specialty Code 0 Concrete and Reinforcing Steel ❑ Bolts Installed in Concrete, • Enclosed are the UPGRADE DETAILS for joists affected by the revised El Special Moment-Resisting Concrete Frame ❑ Reinforcing Steel&Prestressing Steel Tendons loading given vic email clarification received from Paxton Rothwell of VLMK Structural Welding on November 29, 2018. There are 9 pages for the three joists involved in o High-StrenghtBolting �t+his UPGRADE DETAIL submittal excluding this cover sheet. c] Structural fMtasonry G 1 D — 8 pages ❑ Reinforced Gypsum Concrete T29 joist 6 — 5 pages ❑ Insulating Concrete Fill T 2 8 joist 5 — 4 pages ❑ Spray Applied Fire-Resistive Materials ❑ Pilings,Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading,Excavation and Filling e Other Inspections. Conpcss TI Girder G10 ( Line 3 , 1 - 2 ) LEFT (TAG) END (Wall end at grid 1 ) f 29' vertical panel point typ. diagonal panel point typ. WDL V2 1V3ZN V4 V5 2DR 2 3 4 5 6 7 7R 6R 5R 4R 3R 2R 1-'11 11 '-0" —I NOTES: 1 . WELD BACKSIDE OF EXISTING WEB ANGLES TO CHORD ANGLES ON WEBS 3,4,6,4R,3R & 2R PER PAGE 2 . 2. ADD PLATE TO EXISTING BOTTOM CHORD ANGLES FOR LENGTH SHOWN ABOVE PER DETAIL ON PAGE 3. 3. ADD NEW ANGLES TO EXISTING WEB ANGLES ON WEB 5 PER DETAIL ON PAGE 4. 4. ADD NEW ANGLES TO EXISTING WEB ANGLES ON WEBS 5R & 3R PER DETAIL ON PAGE 5. Tum 5. ADD NEW ANGLES TO EXISTING WEB ANGLES ON WEBS V3 PER DETAIL ON PAGE 6. !!brEcMishIer Date: 12/07/2018 Reviewed by Turner for General compliance with the contract documents only. This review does not relieve 6. ADD NEW ROUNDS TO EXISTING WEB ANGLES ON WEBS 4 & 6 PER DETAIL ON PAGE 7. the subcontractor of the responsibility for making the work confrom to the requirements of the contract.The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. 7. ADD NEW ROUNDS TO EXISTING WEB ANGLES ON WEBS 4R & 2R PER DETAIL ON PAGE 8. Submittal Number.055000-05 12/03/18 BY: DEM PAGE 1 OF 8 Compass TI — G10 , , Additional welc detail for r web angles to chord angles TC X-SECT VIEW I WELD BACKSIDE OF EXISTING WEBTHIS CONNECTION DETAIL REQUIRED TO CHORD ANGLES V2" MIN SIDE VIEW AT TOP AND BOTTOM CHORD FOR WEBS NOTED ON PAGE 1 WELD BACKSIDE OF EXISTING WEB TO CHORD ANGLES V2" MIN USE SPECIAL CARE NOT TO UNDERCUT CHORD OR WEB ANGLES WHEN WELDING! � 3C _r . Ir GUSSET PLATES AT SOME LOCATIONS SIDE VIEW 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING X-SECT VIEW PAGE 2 OF 8 AWS CERTIFIED WELDERS AND INSPECTION REQUIRED Conoss TI - G10 E \ POCE 3OTTOV CHO Nib- BOTTOM POINTS //16 /15'-12< ANGLES ` BTWN PANEL POINTS 41J ADD 1 /4" X 8" PLATE TO EXISTING BC ANGLES, SEE GIRDER PROFILE FOR LENGTH. PLATE TO EXTEND 6 INCHES MIN . PAST PANEL POINTS ON EACH END. AWS CERTIFIED WELDERS AND INSPECTION REQUIRED 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING PAGE 3 OF 8 USE SPECIAL CARE NOT TO DAMAGE CHORDS! Compass TI — G10 AWS CERTIFIED WELDERS AND INSPECTION REQUIRED Web 5 reinforcement iii SEE TABLE WEB REINFORCEMENT TABLE L2 © EA. END>TYP L1 V18 WEB (A) (B) c) / MEMBER L1 L2 NEW ANGLES 5 1 " © 12"o.c. 2"©ENDS 1.5 X 1.5 X 3/16 \N (A) — STITCH WELD TO EXIST. MEMBER (B) - TO EA. END OF ANGLE (C) - ANGLE ON EA. SIDE OF EXIST. WEB Z 4( t 5 TYP jp, WEB / © REINF -/ B C TYP REINF. L2 , 1/8 r"...41 NEW I ADD NEW DBL ANGLE ANGLES0111p.- EXIST. WEBS ANGLE TO EXIST. WEBS: 411:-..1 5 TYP ® AS INDICATED ON SHEET 1 REINF. L2 V 1 /8 (SEE TABLE FOR SIZE) 12/03/1 8 0 X- SECT. VIEW BY: DEM REPAIR STEEL TO BE Fy=50ksi MIN. PAGE 4 OF 8 USING E70XX WELDING I Compass TI — G10 AWS CERTIFIED WELDERS AND INSPECTION REQUIRED Web 5 ' , 3 � ' einforcement SEE TABLE WEB REINFORCEMENT TABLE 1 8 V L1 C2 © EA. END WEB (A) (B) (c) / MEMBER L1 L2 NEW ANGLES 5R 1 " © 12"o.c. 2"®ENDS 1 .5 X 1 .5 X 3/16 e\ TC 3R 1 " © 12"o.c. 2"©ENDS 1 .5 X 1 .5 X 3/16 / N_ (A) - STITCH WELD TO EXIST. MEMBER (B) - TO EA. END OF ANGLE (C) - ANGLE ON EA. SIDE OF EXIST. WEB SR,3R 4 TYP WEB REINF BC TYP REINF. L2 , 1 /8 111:- "' 1 NEW 'I1 ADD NEW DBL ANGLE ANGLES EXIST. WEBS ANGLE TO EXIST. WEBS: 44� 5R, 3R j TYP ® ----- AS INDICATED ON SHEET 1 REINF. L2 V 1/8 (SEE TABLE FOR SIZE) 1 2/03/1 8 0 X- SECT. VIEW BY: DEM REPAIR STEEL TO BE Fy=50ksi MIN. PAGE 5 OF 8 USING E70XX WELDING AWS CERTIFIED WELDERS AND INSPECTION REQUIRED - 411 SEE TABLE WEB REINFORCEMENT TABLE L2 © EA. END 1W L1 V.10 MEEB MBER L1( A) L2(13) MEMBER(C) V3 1" © 10"o.c. 2"©ENDS 1.25 X 1 .25 X 1/8 TC (A) - STITCH WELD TO EXIST. MEMBER TYP (B) - TO EA. END OF ANGLE WEB (C) - ANGLE ON EA. SIDE OF EXIST. WEB V3 REINF 6 7 C 1 Z . O - Br TYP REINF. L2 / .105 NEW I ADD NEW DBL ANGLE ANGLES EXIST. WEBS ANGLE TO EXIST. WEBS: ' V3 �I TYP ® m..w AS INDICATED ON SHEET 1 REINF. L2 V .105 (SEE TABLE FOR SIZE) 1 2/03/1 8 0 X- SECT. VIEW BY: DEM REPAIR STEEL TO BE Fy=50ksi MIN. PAGE 6 OF 8 USING E70XX WELDING REPAIR STEEL TO BE Fy=50ksi MIN. C 0 '1 pass TI — G 10 USING E70XX WELDING USE SPECIAL CARE NOT TO DAMAGE CHORDS! Webs /1 , 6 . einforcerent AWS CERTIFIED WELDERS AND INSPECTION REQUIRED TC 2 V2/ II) /2 © V3 / \ DL © 6 3 4 5 BC 2.0" ADD EA. ROD END 3/4" DIA. RODS TO WEBS 4,6 TO WEB 1"-12" .200 1, (SEE PAGE 1 — LOCATIONS) 4 OR 6 EXIST. 2"Ek ROD WEB EA. END 1 -12 .200 ANGLES NEW X- SECT. VIEW 3/4"0 RODS © 12/03/18 AT WEBS 4, 6 BY: DEM 2"EA. END 1 -12 .200 PAGE 7 OF 8 REPAIR STEEL TO BE Fy=50ksi MIN. C 0 Y'n D 0 S S TI — G 1 C USING E70XX WELDING USE SPECIAL CARE NOT TO DAMAGE CHORDS! Webs 4 . , 2 . elnforcement AWS CERTIFIED WELDERS AND INSPECTION REQUIRED V4 V5 © 4R 2D 0 2R 7R 6R 5R 3R 1 2.0" ADD EA. ROD END 3/4" DIA. RODS TO WEBS 4R,2R TO WEB 1 "-12" .200 IIIL (SEE PAGE 1 - LOCATIONS) ix___ 1 y 1 EXIST. WEBS 4R, 2R 2"Ek ROD WEB EA. END 1 -12 .200 ANGLES NEW X- SECT. VIEW 3/4"0 RODS © � 12/03/18 AT WEBS 4R, 2R BY: DEM 2"EA. END 1 -12 .200 PAGE 8 OF 8 Compass TI 178 — Joist 5 -.01111 LEFT (TAG) END, GRID LINE C f 45'-6" TOP CHORD - TC 1'-4" Ir V1 V2 V3 V4 V5X1, V6 V7 V8 X2 2 3 4 5 6 87 9 9R BR 7R 6R 5R� �4R 3R 2R BOTTOM CHORD - BC BC1 6'-4" NOTES: PERFORM UPGRADE PROCEDURES IN ORDER GIVEN: 1 . ADD PLATE REINFORCEMENT TO BOTTOM CHORD WHERE SHOWN ABOVE & PER DETAIL ON PAGE 2. 2. ADD NEW WEBS X1 & X2 PER DETAIL ON PAGE 3 AFTER HSS CURB FRAMING INSTALLED. 3. REINFORCE WEBS 5R & 4R PER DETAILS ON PAGE 4. 12/03/18 BY: DEM PAGE 1 OF 4 Compass TI — T28 Joist 5 E \ POCE 3OTTOV CHO3 bik- BOTTOM @ PANEL POINTS CHORD //16 /1512< ANGLES ` BTWN PANEL POINTS 411 ADD 1 /4" X 6" PLATE TO EXISTING BC ANGLES, SEE JOIST PROFILE FOR LENGTH. PLATE TO EXTEND 6 INCHES MIN. PAST PANEL POINTS ON EACH END. AWS CERTIFIED WELDERS AND INSPECTION REQUIRED 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING PAGE 2 OF 4 USE SPECIAL CARE NOT TO DAMAGE CHORDS! Conoss TI — T28 Joist 5 \ EW WE3 X1 , X2 A33TO \ LOCATE X1 JUST LEFT OF HSS SUPPORTING CURB 1 '-4" 7RX1 V6 6R 5R V7 4R 3 V8 X2 2R ADD NEW L 2 x 2 x 3/16 DBL ANGLES TO MAKE NEW WEBS X1 & X2: X1 TYP X2 3 161/ 2" <TO EA. CHOENDRD TYP J � 3/16V 2" <EA. END TO CHORD WELD TO TOP & BOTTOM CHORDS WELD TO TOP & BOTTOM CHORDS (SEE PAGE 1 — LOCATIONS) 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING PAGE 3 OF 4 USE SPECIAL CARE NOT TO DAMAGE CHORDS! REPAIR STEEL TO BE Fy=50 ksi MIN. C O m p C7 S S TI — 128 J o i S l 5 USING E70XX WELDING USE SPECIAL CARE NOT TO DAMAGE CHORDS! E \ FOCE WEBS 5 . 8c 4 LOCATE X1 JUST LEFT OF HSS SUPPORTING CURB H ' 7RX1 V6 6R` 0 V7 4 4R 3 V8 X2 \ 2R 2.0" .200 11 NEW DBL EA. ROD END TO \ ( ANGLES CHORD ANGLES iii .-21 ADD NEW L1 .5 X 1 .5 X 3/16 DBL ANGLES TO WEB: 5 5R /4; EXIST. WEB 3/4" DIA. RODS TO WEB 4R O X—SECT. VIEW SEE PAGE 1 — LOCATIONS) TYP WELD TO TOP & BOTTOM CHORDS AT WEB 5 EA. END > Z TO CHORD „ V3/16 11110p, NEW ROUNDS 12/03/18 Allr„, 5R BY: DEM EXIST. WEB 1 /4Rz.o> I .200 PAGE 4 OF 4 Q X—SECT. VIEW EA. ROD END rokr‘ AT WEB 4R CHORD ANGLES Comcss T 179 — Joist 6 LEFT (TAG) END, GRID LINE C f 45'-6" NW- 3'-5" f TOP CHORD - TC TTC 14" TC, 14" TC 2 1'-4" kg- V1 V2 V3 V4 V5 X1, V6 z \ V7 V8 X2 2 3 4 5 6 7 8 9 9R 8R 7R •R 5R 4R 3R 2R BOTTOM CHORD - BC BC1 6'-4" NOTES: PERFORM UPGRADE PROCEDURES IN ORDER GIVEN: 1 . ADD PLATE REINFORCEMENT TO BOTTOM CHORD WHERE SHOWN ABOVE & PER DETAIL ON PAGE 2. 2. ADD NEW WEBS X1 & X2 PER DETAIL ON PAGE 3 AFTER HSS CURB FRAMING INSTALLED. 3. REINFORCE WEBS 6R, 5R, & 4R PER DETAILS ON PAGE 4. 4. ADD REINFOREMENT ANGLES TO TOP CHORD ANGLES PER DETAILS ON PAGE 5 AT LOCATIONS SHOWN ABOVE. 12/03/18 BY: DEM PAGE 1 OF 5 Compass TI — 129 Joist 6 E \ FOCE 3OTTOV CHO3 BOTTOM POINTS //167 . 5 -12 <" ANGLES ---.. BTWN PANEL POINTS goJ ADD 1 /4" X 6" PLATE TO EXISTING BC ANGLES, SEE JOIST PROFILE FOR LENGTH. PLATE TO EXTEND 6 INCHES MIN. PAST PANEL POINTS ON EACH END. AWS CERTIFIED WELDERS AND INSPECTION REQUIRED 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING PAGE 2 OF 5 USE SPECIAL CARE NOT TO DAMAGE CHORDS! Concss TI — 179 Joist 6 \ EW WE3 X1 , X2 A3TO \ LOCATE X1 JUST LEFT OF HSS SUPPORTING CURB 1 '-4" 7R X1 V6 6R5R V7 4R 3 V8 X2 2R ADD NEW L 2 x 2 x 3/16 DBL ANGLES TO MAKE NEW WEBS X1 & X2: X1 TYP X2 100- 16 3V 2" CEA. CEHONDRD TYP � TO 3/1 61/ 2" CTA. END TO CHORD WELD TO TOP & BOTTOM CHORDS WELD TO TOP & BOTTOM CHORDS (SEE PAGE 1 — LOCATIONS) 12/03/18 REPAIR STEEL TO BE Fy=50 ksi MIN. BY: DEM USING E70XX WELDING PAGE 3 OF 5 USE SPECIAL CARE NOT TO DAMAGE CHORDS! REPAIR STEEL TO BE Fy=50 ksi MIN. C O m p G S S TI — 129 J o i S t 6 USING E70XX WELDING USE SPECIAL CARE NOT TO DAMAGE CHORDS! EI \ FOCE WEBS 6 , 5 , 4 . LOCATE X1 JUST LEFT OF HSS SUPPORTING CURB H 1'- 7R X1 V6 0 6R` 0 V7 0 4R 3 V8 /X2- \ 2R 1 2.0> .200 III k NEW DBL EA. ROD END TO ANGLES CHORD ANGLES I ADD NEW L1 .5 X 1 .5 X 3/16 DBL ANGLES TO WEB: 5 6R 5R EXIST. WEB 3/4" DIA. RODS TO WEBS 6R & 4R -411 Q X- SECT. VIEW (SEE PAGE 1 — LOCATIONS) TYP WELD TO TOP & BOTTOM CHORDS AT WEB 5 EA. END > 2 TO CHORD „ V3/16 lir- NEW ROUNDS 12/03/18 \ 5R BY: DEM EXIST. WEB 1 /4R 2.0" .200 �/ PAGE 4 OF 5 X- SECT. VIEW EA. ROD END TO 4 AT WEBS 6R,4R CHORD ANGLES Co ' npcss TI — T29 Joist 6 To Chorc einf TOP CHORD ANGLES (TC) 1111. 3" @ PANEL POINTS WHERE DIAGONAL WEBS /16/1 — 10" N MEET TC ANGLE ON BOTH SIDES OF JOIST K WELD OTHER REINFORCING ANGLE / TO OTHER TC ANGLE AS SHOWN /`/ / ADD L 1 .5 x 1 .5 x 3/16 ANGLE EA SIDE OF TC ANGLES 12/03/18 ANGLES TO EXTEND 6" PAST PANEL POINT @ EA. END BY: DEM (see page 1 for location & length of angle required) PAGE 5 OF 5 DARRELL E. MARCHE_L, P.E. NUCOR — VULCRAFT GROUP 18678 142ND AVENUE NE • metwes,a, ditovwt,e/? WOOr DINVILLE, WA 98702 K2i2VE CELL: 435-740-0744 Fax: 425-482-6432 -trwt E.issACCX'6 JOB NAME: COMPASS TENANT IMPROVEMENT ADDRESS: 10895 SW 95TH AVE PROJECT LOCATION: TIGARD, OR 97223 VLLCRAFT FILE NO. 80-9-514 CUSTOMER: COMPLETE FUSION WELDING ENGINEER: VLMK DATE: DECEMBER 4, 2018 RE: CALCULATIONS FOR G10, T28, 129 AFFECTED BY MECHANICAL UNIT Enclosed are the Calculations for the joists and girders affected by the mechanical unit location as described in the updated loadinc sheets received from VLMK, including length change of November 29, 2018 sent via email by Paxton Rothwell of VINK. These calculations were usec in preparing the upgrade details for the joists and girders. Thi E calculation submittal is 20 pages in length not including this cover sheet. I of' 2.C) TC Section Lyy,inches G10 52 120 Moment End in-lbs. or positive Segment Interior Top Chord Combined Axial Bending Mid-panel horiz leg length Fillers Panel, Segment ratio ratio ratio Force, lbscompression inches enter Y or N E or I fa, psi fb, psi TC1 0.3283 0.3283 0.0000 38708 0 22 y E 9247 0 TC2 0.3283 0.3283 0.0000 38708 0 26.25 y E 9247 0 TC3 0.6825 0.6825 0.0000 71185 0 30 y Interior 17005 0 TC4 0.6825 0.6825 0.0000 71185 0 30 y Interior 17005 0 TC5 0 9942 0.9942 0.0000 103892 0 30 y Interior 24771 0 TC6 0.9942 0.9942 0.0000 103692 0 30 y Interior 24771 0 TC7 0.9245 0.9245 0.0000 96421 0 30 y Interior 23034 0 TC8 0.9245 0.9245 0,0000 96421 0 30 y Interior 23034 0 TC9 0.7462 0.7462 0,0000 68763 0 30 y Interior 16427 0 TC10 0.74.62 0.7462 0.0000 68763 0 30 y Interior 16427 0 TC11 0.2954 0.2954 0,0000 27225 0 33,875 y E 6504 0 TC12 ' 0.2954 0.2954 0.0000 27225 0 22 y E 6504 0 Moment in-lbs positive, BC BC Combined Axial Bending Panel pt. vertical leg member BC force capacity Panel Ptratio ratio ratio Force. lbs compression fa, psi fb,psi number lbs. lbs. 1 . 0.3082 0.3082 0,0000 38708 0 9247 0 2 0 3082 0.3082 0 0000 38708 0 9247 0 3 0.4374 0.4374 0.0000 54931 0 13123 0 1 54?31 86250 4 0.5668 0.5668 0.0000 71185 0 17005 0 5 0.6963 0.6963 0.0000 87438 0 20888 0 2 _ 87438 86250 6 0.8257 0.8257 0.0000 103692 0 24771 0 7 0.7968 0.7968 0,0000 100057 0 23903 , 0 3 100057 86250 8 0.7678 0.7678 0.0000 96421 0 23034 0 9 0.7389 0.7389 0.0000 92785 0 22166 0 4 92765 86250 10 0.5476 0.5476 0.0000 68763 0 16427 0 11 0.3563 0.3563 0.0000 44741 0 10688 0 5 44741 86250 12 0.2168 0.2168 0.0000 27225 0 6504 0 13 0.2168 0.2168 0.0000 27225 0 6504 0 1 L 0f-2-c Project Tigard Tigard Mark No G10 G10 Member New Member Reqd weld Avail Weld Member Req'd Weld Avail Weld Number Force, lbs. Capacity, lbs. Capacity, lbs Capacity, lbs. Overstress,% Overstress % Overstress, % BC 100057 86250 n/a . nia - n/a n/a 2 51748 71250 46614 55825 n/a 11,0% n/a V1 0 9575 4779 18128 n/a We n/a 3 37983 45491 34053 34332 n/a 11.5% 10" 4 23050 19907 18098 21513 r--i6.11%/11- 27.4% 7.1% V2 0 10192 5109 18623 n/a Wei n'a 5 23050 20503 18103 25629 12.4% 27.3% n'a 6 23050 19907 18098 21513 158% 27.4% 7,1% V3 20000 18051 17438 25188 10.8% 14.7% n/a 7 5156 15911 10877 20765 n/a n.fa n'a 7R 5156 13050 10859 25816nia Wei n'a . V4 0 10192 5109 18623 n/a nfa n/a SR 5156 15911 10877 20765 n/a n/a na 5R 34067 30145 26931 34983 1 41 26.5% n/a V5 0 10192 5109 18623 n/a n/a n/a 4R 34067 28866 27007 31802i SI 26.1% 7.1% 3R 29838 27345 23717 29283 25.8% 1.9% 2OR 0 9575 4779 18128 n/a ilia ilia 2R 36397 28887 28773 32812 1: --, ... 26.5% 10.9% I ,r u ,X I TCT r I 4 TC14 TC11 T. I 1 f I IC.) 7G _ ► .Tib___ 9 , rui \,1 N ...) "P ik 5: IP. ia I/ 1 /J l 0 OC1 N ' K2 w r `N .14 in + :sr /5 )s I 1 i I U C SK- 1 -1" , Nov 30, 2018 at 12:53 PM Turd G10.r2d - I v l w Compression Reinforcement of existing dbi angles with other angles forming box section Compression Web Reinforcement 3R G10 PA,original angles= 27345 lbs Existing Reinf Effective HonzWeb x axis z axis Total force, Pt= 29838 lbs. dbl angle dbl depth Projection K K Pre-existing Force%= 38.00% Web section inches inches factor factor Force to be shared = 18500 tbs 25 21 30,167 21.875 1 1 Pre-existing Force = 11339 lbs Yield, ksi Yield, ksi Length.in Pre-existing stress, fp= 9.07 ksi 50 36 37.3 Batten on exising angles,Y or N Fye -fp 40 93 ksi F'e, ksi Fcr, ksi Fa, ksi Area,sq.in Pa, lbs. Pt,lbs Okay? Use 36.00 ksi 69.99 29 03 17 381 2,3048 40061 29838.21 yes Area, inA2 %P shared P shared,I P,existing P, total fa, psi FA. psi fa <= FA Existing Web 1.2508 54.3% 10040 11339 21378 17092 21862 YES Rein section 1.0540 45.7% 8460 0 8460 8027 17381 YES Total Area 2.3048 18500 29838 . P ) Compression Reinforcement of existMg existingdbl'angles with cher angles storming box section Compression Web Reinforcement 5R G10 PA, original angles= 30145 lbs. Existing Reinf Effective Horiz.Web x axis z axis Total force.Pt= 34067 lbs_ dbl angle dbl depth Projection K K Pre-existing Force°,b= 38.00% Web section inches inches factor factor Force to be shared = 21122 lbs 27 21 30,167 30 1 1 Pre-existing Force= 12945 lbs Yield,ksi Yield, ksi Length.in Pre-existing stress,fp= 9.08 ksi 50 36 42.5 Batten on exising angles, Y or N Fye •fp 40.92 ksi F'e, ksi For, ksi Fa, ksi Area,sq.in Pa, lbs. Pt, lbs. Okay? Use 36.00 ksi 54.98 27.37 16.389 2.48 40645 34067.08 yes Area, inA2 %P shared P shared,!P,existing P, total fa, psi FA, psi fa t= FA Existing Web 1.4260 57 5% 12145 12945 25090 17595 21140 YES Rein section 1.0540 42.5% 8977 0 8977 8517 16389 YES Total Area 2.4800 21122 34067 6) a 2.'© Compression Reinforcement of existing dbl angles with other angles forming box section Compression Web Reinforcement 5 G10 Relit Effective Horiz Web x axis z axis P,,, original angles = 20503 lbs. Existing e Total force Pt= 23050 lbs dbl angle dbl depth Projection K K Pre-existing Force%= 38.00% Web section inches inches factor factor Force to be shared = 14291 lbs 22 21 30.167 30 1 1 ', Pre-existing Force = 8759 lbs Yield, ksi Yield ksi Length.in Pre-existing stress fp= 8 28 ksi 50 36 42,5 Batten on exising angles, Y or N Fye -fp 41.72 ksi F'e. ksi Fcr, ksi Fa, ksi Area,sq.in Pa, lbs. Pt, lbs. Okay? Use 36.00 ksi 51.83 26.92 16.119 2.1124 34049 23050 28 yes Area. inA2 %P shared P shared,!P,existing P. total fa. psi FA, psi fa<=FA Existing Web 1.0584 50.1% 7160 8759 15920 15041 19372 YES _ Rein section 1.0540 49.9% 7131 0 7131 _ 6765 16119 YES Total Area 2.1124 14291 23050 [ort. G011.8w43 Ti Mark G 10 Uttrsinrorced @C _ !oaa amu Mwk All441 is lees. est Conve,ere Section area rM2 y.Inches Sum yA rz to-attu 3x.92 13.22 9C angles 43 2$75 0 842 2.421 0 5924 r8titainrg ttirrel 4411 t 6.62. Piste wr?Cr $.00 2 M4 -0.125 -0 2:0 0 0772 8•500ortai 17.12 59+5 Rale t 0.2600 4 8752 171 Total 100 00 _ 34 80 neutral a?s.y 0 445 cameos tc A7�►9b+e lemon kttf 30.00 - - Curertiovelsless kal 4.00 BC angles SC angles plata t era section rade::of rec.max stress prate _. 16.78 1 e&4 A'3$1 2 1 trY4 A-ckst'2 O Tpaatie 1 graton r res.merl area or pork 1.02 zrc airs 2.48$ 0 452 0.010 0 650 3.001 0 8495 max.force in BC kPa 86,25 yy e105 7.870 Cl 000 10 067 0.000 18.336 1.930x4 gaalrwcsct 8ectlat ►card stress 0.90 Analysis kips kit K,41-," 5026 panel p04 Ersaixt BC aop,4 Ft'a 50 K,. 094 Weld Regmt* well length at }1i b 38 02 13.22 K,.4 • 49 u Pave BC ar let each sac cf 8C __. remarnr►2 organa. 26 49 9 21 F1- 113"3a 3110 weld sine 5 0 e3300nas 10.10 3 51 au- 0 96 7 "OW 8C Total 74.61 2695 30.00 .0.1QPr het 1 C.0 Pale roM o,6s1++ca! Fy a ..1A"-''co _. ..Fee 11330 incests total per to-situ 0.04 0.00 €r,BC angles= 40.22 panel pant 3 stitch wards I 5',12 rams wearing enrol 18 43 9.21 Fr Oratec= ,A 44 bet�a+eon panel additional 703 3.61 SO Plate Tom' 25.45 1771 .ire' meow 444 points g ,f- ex Double Angle Reinforcement for Tension by dbl rounds on both sides of exisIblg double angle Joist Mk 010 Web No. 4 . P . original angles= 19908 lbs- Existing Dbl Effective Honz.Web x axis Total force, Pt= 23050 lbs. dbi angle round rein depth Projection K Pre-existing Force %= 38.00% Web section inches inches factor Force to be shared - 14291 lbs 14 112 30.167 30 1 Pre-existing Force= 8759 lbs Yield, ksi Yield, ksi Length,in _ -- Pre-existing stress,fp= 13,20 ksi 50 36 42.54 --. Fye -fp 36.80 ksi Ft, ksi Area,sq.in Use 38 00 ksi 21.600 1.5472 Area, inA2 %P shared P shared,t P.existing P. total fa, psi F,,. psi fa <=FA L . Existing Web 0.6636 42,9% 6130 8759 1488922436 30000 YES f2 l D Double Angie Reinforcement for Tension by dbl rounds on both sides of existing double angle Joist Mk G10 Web No. 6 PA, original angles= 19908 lbs. Existing Dbi Effective Horiz,Web x axis Total force, Pt = 23050 lbs, dbl angle round rein depth Projection K Pre-existing Force%= 38.00% Web section inches inches factor Force to be shared= 14291 lbs 14 112 30.167 30 1 Pre-existing Force = 8759 lbs Yield, ksi Yield. ksi Length,in _ Pre-existing stress. fp= 13.20 ksi 50 36 42,54 Fye -fp 36.80 ksi Ft. ksi Area,sq.in Use 36.00 ksi 21.600 1.5472 Area, inh2 %P shared P shared,IP,existing P, total fa, psi F . psi fa <=Fa Existing Web 0.6636 42 9% 6130 8759 14889 22436 30000 YES Rein section 0.8836 57 1% 8162 0 8162 9237 21600 YES Total Area 1.5472 14291 23050 Double Angle Reinforcement for Tension by dbl rounds on both sides of existing double angle „Joist rii* G10 Web No. 4R PA. original angles= 28866 lbs. Existing Dbl Effective Honz.Web x axis Total force, Pt= 34067 lbs. dbl angle round rein depth Projection K (0 0P-to Pre-existing Force%= 38.00% Web section inches inches factor Force to be shared= 21122 lbs 20 112 30.167 30 1 Pre-existing Force= 12945 lbs Yield. ksi Yield, ksi Length,in Pre-existing stress, fp= — 13,45 ksi 50 36 42.54 Fye -fp 36.55 ksi Ft ksi Area,sq.in Use 36.00 ksi 21.600 1.8458 Area, inA2 %P shared P sharediP,existing P. total fa, psi F . psi fa <=FA Existing Web_ 0.9622 521% 11010 12945 23956 24897 30000 ' YES Rein section 0.6836 47.9% 10111 0 10111 11443 21600 YES TotalArea1.8458 21122 34067 . Double Angle Reinforcement for Tension by dbi rounds on both sides o ex IoubIe angle Joist Mk G10 Web No. 2R PA,original angles lit 28866 lbs. Existing Dbl Effective Horiz.Web x axis 1 Of–Z-) Total force, Pt= 36397 lbs db.'angle round rein depth Projection K Pre-existing Force%= 38.00% Web section inches inches factor Force to be shared = 22566 lbs 20 112 30.167 30 1 __— Pre-exisbng Force= 13831 lbs Yield, ksi Yield, ksi Length,in Pre-existing stress, fp= 14.37 ksi 50 36 42.54 Fye -fp 35.63 ksi Ft. ksi Area,sq.in Use 35.63 ksi 21 376 1.8458 I 080Z 1 Area. inA2 %P shared P shared,!P,existing P.total fa,psi FA, psi fa <= FA 11740 Existing Web 0.9622 52.1% 11763 13831 25594 26600 30000 YES Rein section 0,8836 47.9% 10802 0 10802 12226 21376 YES Total Area 1 8458 22566 36397 Compression Reinforcement of existing dbi anat.s with other angles forming box section 1,1 Compression Web Reinforcement V3 G10 I I. or LA) PA.original angles= 18051 lbs Existing Reinf Effective Hortz Web x axis z axis -- - Total forCe, Pt= 20000 lbs. dbl angle Obi depth Projection K K Pre-existing Force 96... 38.00% Web section inches inches factor factor Force to be shared -= 12400 lbs 18 8 30.167 0 1 1 Pre-existing Force= 7600 lbs Yield, ksi Yield, ksi Length in Pre-existing stress, fp= 9.18 ksi 50 36 30,2 Batten on exising angles,Y or N Fye -fp 4082 ksi re, ksi For. ksi Fa, ksi Area sq in Pa.lbs. Pt lbs. Okay') Use 36.00 ksi 80.59 29.86 17.881 1.3584 24289 20000 yes Area,inA2 %P shared P shared,1P,existing P,total fa, psi FA, psi fa <-= F,, • Existing Web 0 8280 61.0% 7558 7600 15158 18307 21801 YES • - Rein section 0.5304 39.0% 4842 0 4842 9128 17881 YES Total Area 1.3584 12400 20000 ___ 13J SC) IC Section Lyy, inches T28 TL 36 36 Moment End in-lbs. or . _ positive. Segment . Interior Top Chord Combined Axial Bending Mid-panel horiz leg length Fillers Panel, Segment ratio ratio ratio Force, lbs. compression inches enter Y or N E or I fa, psi fb, psi 1 0.6406 0.4696 0.1710 14961 8595 46 n E 7369 4962 2 0.3526 0.3419 0 0107 14961 573 32 n E 7369 331 3 0.6619 0.6070 0 0548 30252 2941 32 n Interior 14901 1698 4 0.6526 0.6070 0.0455 30252 2441 32 n Interior 14901 1409 5 0.8653 0.8156 0.0498 40644 2617 32 n Interior 20020 1511 6 0.8715 0.8156 0 0560 40644 2943 32 n Interior 20020 1699 7 0.9785 0.9261 0_0524 46153 2725 32 n Interior 22733 1573 8 0.9821 0.9261 0.0560 46153 2911 32 n interior 22733 1681 9 0.9910 0,9382 0.0528 46755 2743 32 n Interior 23030 1584 10 0,9982 0.9382 0 0600 46755 3116 32 n Interior 23030 1799 11 0 8064 0 7828 0 0235 42612 1286 22 n Interior 20989 742 11A 0.8176 0,7505 0.0671 42281 3770 10 n Interior 20826 ' 2177 12 0.9160 0.8484 0.0676 42281 3544 32 n Interior 20826 2046 13 0.6737 0.6267 0.0470 31233 2513 32 n Interior 15384 1451 14 0.6756 0.6267 0.0489 31233 2617 32 n Interior 15384 1511 15 0.3393 0.3064 0.0329 15270 1813 32 n Interior 7521 1047 16 0,3461 0.2792 0 0669 15270 -1462 16 a e 7521 2156 16A 0 5368 0 3589 0 1778 15705 9500 32 a e 7736 5485 Moment . , in-lbs positive. I BC BC Combined Axial Bending Panel pt vertical leg member BC force capacity Panel Pt ratio ratio ratio Force, lbs. compression fa, psi lb, psi number lbs. lbs. 1 0.2456 0.2456 0.0000 14961 0 7369 0 2 0.6038 0.2456 0.3582 14961 7285 7369 10745 3 0.5143 0.3815 0.1328 23234 2701 11444 3984 1 23234 45600 4 , 0.5573 0.4967 0.0606 30252 1233 14901 1819 5 0.7563 0.5933 0,1629 36137 3314 17800 4888 2 36137 45600 6 0 7113 0 6673 0.0440 40644 895 20020 1320 7 0.8521 0.7235 0.1287 44064 2617 21704 3860 3 44064 45600 8 0 8176 0.7578 0.0598 46153 1217 22733 1795 9 0.8818 0 7733 0,1086 47098 2208 23199 3257 4 11111111 45600 10 0.8433 0.7677 0.0756 46755 1538 23030 2268 11 0.8144 0 7423 0.0722 45209 1468 22268 2165 5 45209 45600 28 0.7487 0.6996 0.0491 42612 998 20989 1472 12 0.7183 0.6942 0.0241 42281 -1251 20826 722 13 0.8044 0.6157 0.1888 37497 3840 18470 5664 6 37497 45600 14 0.5513 0.5128 0.038.4 31233 782 15384 1153 15 0.5619 0.3929 0.1690 23930 3438 11787 5071 7 23930 45600 16 0 3632 0.2507 0.1125 15270 2288 7521 3375 29 03304 0.2579 0.0726 15705 1476 7736 2177 17 0.2579 0.2579 0.0000 15705 0 7736 0 I Project Tigard Tigard Mark No. T28 TL T28 IL Member New Member Req'd weld Avail Weld Member Req'd Weld Avail Weld Number Force, lbs. Capacity,lbs. Capacity. lbs. Capacity. lbs, Overstress, % Overstress, % Overstress, % BC 47098 45600 nia n/a IIIIIIIIIIIII nia n/a 2 17991 20709 17716 30303 nla 1.6% n/a ..... ..... .. V1 2557 4547 3415 5805 n/a n/a n/a 3 11535 12661 11098 14001 nia 3.9% n/a 4 9842 12419 9688 9903 n/a 1.6% n/a V2 1603 2548 3296 5109 n/a n/a nia 5 8320 8391 7774 14715 n/a 7.0% n/a 6 6462 9953 6147 7854 n/a 5 1% n/a V3 1556 2548 3296 5109 n/a n/a n/a 7 5006 6311 4475 10780 n/a 11.9% Na 8 3211 9953 4951 7854 n/a n/a n/a V4 1611 2548 3296 5109 nta nla n/a 9 1678 6311 4068 10780 nla n/a n/a 9R 847 6311 4068 10780 n/a n/a n/a V5 1666 25483296 5109 n/a n/a ala 8R 2460 9953 4951 7854 n/a Na n/a 7R 3885 6311 4678 10780 n/a n/a n/a V6 1597 2548 3296 5109 n/a nla n/a 6R 6846 9953 6317 7854 nla 8.4% n/a 5R 8850 8391 7774 14715 MEM 13 8% nla V7 1511 2548 3296 5109 n/a n/a nia 4R 10239 12419 9688 9903 nta 5.7% 3R 12063 12661 10927 14001 n/a 10-4% nia V8 1406 2548 3296 5109 Na n/a Na 2R 18847 20709 17249 31235 n/a 8.1% nla tY 1 �n lz .x fib" Luf 10.. 7 T C�'IQ T 11 11A. 7c12 TC13 Tc14 TC16FTG1 l ft T !. 1G 2 03 'gyp Alk*P: / '� :° ' 15t. 8C1 Jica, _._ .124 Is ...wwM V 1 1.Will R 2O Fnv.c c Ogiy SK_ i `t" Nov 30, 2018 at 12:40 PM Tigard T2R,041 5 t?si It, at- 2.-0 TC Section Lyy. inches T29-ft 32 36 Moment End in-lbs, or positive, Segment Interior Top Chord Combined Axial Bending Mid-panel horiz leg length Fillers Panel. Segment ratio ratio ratio Force,lbs. compression inches enter Y or N E or I fa, psi 1 0.672 0.3993 0.2725 14796 8641 46 y E 7891 2 0 450 0.4291 0 0206 14796 739 32 n E 7891 3 0 782 0.7007 0.0812 29928 2922 32 n Interior 15962 4 0.766 0.7007 00650 29928 2337 32 n Interior 15962 5 : 0.9437 0.0763 40308 2642 32 n Interior 21498 6 -c0.9437 0-0867 40308 3002 32 n Interior 21498 7 1.007 ~ 0.9241 0.0830 45994 2808 32 y Interior 24530 8 1.014 0.9241 0 0901 45994 3048 32 y Interior 24530 9 - ' 0,9435 0.0850 46961 2863 32 y Interior 25046 10 1 0.9435 0.0970 46961 3267 32 y Interior 25046 11 0 920 0.8784 0.0418 43380 1553 22 n Interior 23136 11A 0.944 0.8117 0.1323 42969 5177 10 n Interior 22917 12 1.0060 0.1100 42969 3768 32 n Interior 22917 ew_ 13 0.807 0.7400 0.0672 31608 2402 32 n Interior 16858 14 0.813 0.7400 0.0729 31608 2606 32 n Interior 16858 15 0414 0.3628 0.0508 15495 1918 32 n Interior 8264 16 0 470 0.2927 0.1778 15495 -2894 16 y e 8264 16A 0 711 0 3505 0,3607 16110 12846 32 y e 8592 Moment in-lbs. positive, BC Combined Axial Bending Panel pt. vertical leg member BC force Panel Pt ratio ratio ratio Force,lbs compression fa, psi tb, psi number lbs 1 0.2630 0.2630 0.0000 14796 0 7891 0 2 0.7522 0.2630 0.4891 14796 7249 7891 14674 3 0.5679 0.4082 0.1597 22963 2367 12247 4791 1 22963 4 0.6230 0.5321 0.0910 29928 1348 15962 2729 5 0,8442 0.6360 0.2082 35775 3085 19080 6245 2 35775 6 0 7714 0 7166 0 0548 40308 812 21498 1644 7 0.9347 0.7785 0.1562 43788 2315 23354 4686 3 43788 8 0.8928 0.8177 0,0751 45994 1113 24530 2253 9 0.9578 0,8371 0.1206 47089 1788 25114 3619 4 10 0.9344 0 8349 0.0995 46961 1475 25046 2986 11 0.8802 0.8116 0.0686 45653 1016 24348 2057 5 45653 28 0.8785 0.7942 0.0843 44672 1250 23825 2530 12 0.8108 0.7639 0.0469 42969 -1652 22917 1407 13 0,9239 0.6756 0.2482 38003 3679 20268 7447 6 38003 14 0.6202 0.5619 0.0583 31608 864 16858 1749 15 0.6339 0.4301 0.2038 24195 3020 12904 6113 7 24195 16 0.4239 0 2755 0.1484 15495 2200 8264 4453 29 0.4828 0 2864 0 1964 16110 2911 8592 5893 17 0.2864 0.2864 0.0000 16110 0 8592 0 I I 7 GI Project Tigard Tigard Mark No. T29 TL T29 TL Member New Member Req'd weld Avail Weld Member Req'd Weld Avail Weld Number Force.lbs Capacity, lbs, Capacity, lbs. Capacity, Ibs. Overstress, % Overstress,% Overstress, % BC 47089 45600 n/a n/a ` ' nfa Na 2 17813 20709 17249 22844nfa 3.3% nia V1 2556 4521 3415 5805 nfa nia n/a 3 11406 12646 10757 13488 nfa 6.0% nia 4 9784 14433 9339 10096 n/a 4.8% nia V2 1590 2530 3296 5109 nfa ru'a nia 5 8281 8362 7496 13327 oda 10.5% Na 66506 9953 5976 6830 n/a 8 9% nia V3 1524 2530 3296 5109 nfa Na n'a 7 5095 6291 4475 9763 Na 13.8% Na 8 3378 9953 4951 6830 Na Na Na V4 1581 2530 3296 5109 Na nia rva 9 1883 6291 4068 9763 Na nia n/a 9R 1099 6291 4068 9763 Na Na Na V5 1643 2530 3296 5109 nfa nia Na 8R 2129 9953 4951 6830 nfa n/a n►a 7R 3439 6291 4475 9763 nfa nia n/a V6 1836 2530 3296 5109 Na nia n/a 6R 7107 9953 5976 6830 nfa 18,8% MEM 5R 9045 8362 7496 13327 ; ,,: ;_ 20.7% nfa V7 1494 2530 3296 5109 Na n/a Na 4R 10410 14433 9339 10096 nfa 11.5% 3R 12135 12846 10586 13488 nfa 14.6% nfa V8 1285 2530 3296 5109 Na n/a nfa 2R 19148 20709 16783 23776 Na 14.1% Na I ........ , .1, .z .x l : , . 41 i 1 1 I , u to ) 4 e icor btf" ;at' I te" i_ if, F-4 -, 6 '--1-, . I T1 T T3 T 7 T . TiMO .,... 1C10 TC1i/ 11 TC12 TC1 1 14 TcjA 1,r,-;:eli 401ircit 1 4 NipipprAhihi ir , Bc$ ...,,...t 423 -r 2 471 VI! t 4 416 411111•00"0""maiummumm... 'IAU 4, 7 •— 2 .7 .. .. IL-Z 15.7 _ .„----- ,e -6 44,./ ;:-•.:.‘,.; 11,1 3.f kirt‘i e i coot , _ - • 1 t.,,,..00p0 ontr soti,40,, c'V' SK- 1 a Nov 30, 2018 at 9:22 AM Tgard T29.Joist 6 r2d v rryarw .. .np:n .[1 tk,rNnbrced BC :cac 1-703>s Mark Anaiysh kips ►a+ Cor*peract Section Ares'n'2 y,miles Sum r r. In-situ 16.43 10 61 BC anptts 26 1 520 0 574 0.872 0 3332 rernarrngongiial 2683 1765 Piaowcst, 600 1.500 -0125 0168 0.0722 aod+SCral 3.86 2$4 Plate 02500 3.020 0.685 Tutsi 47 12 31 30 Aiw►able impar.k9t 30 03 neutral syyt,y 0 237 te Currentoyarsaeas ksi 1 03 BC anglas BC anises ptele Plate new settior radua of -- rec max stress in plate 19'0 I,111`4 A.041.,,A2 I in'4 A•drs:1 campcste I gy.a cr r ret_min area e'ptate 020 rx ams 0 875 G 151 0 035 0.164 0 953 0.5617 max km*in BC.hips 4$60 Ply a.is 2 325 0 CCG 4 503 0[CO 5,625 1.5037 Reinlores0 Section bad MN K.• 0 SO Anatyss hips kfi K,41..• 70.P7 8nel00nt Erst.o PC a,?r`> F • (0 Kr_ 0.94 ,r`It!i7 Rean?s a«IC{t1,311 a , In-sit: 10 43 10.81 ,• 63.76 Rete t3 BC angle:ea7 sex 016: rtre,nmg(icons': 13 50 6.8$ F.= 40 36 2.1C welt;1.zn 2.4 i511) i 194 1 28 Ow• 1 YKneb 8C 7oea, 91.87 20.17 30.00 alba ksf 60 P+'4te nEeta ng.-gyp,-{ Fy s 326 Ft= 46 36 rKJes 33 per In-st.: 0.00 0 CO F,BC angles• 32.44 parx'i porn !amainr.4 ongr.e 1333 666 F.piste= 215.37 f)afft I l 20 Men welds 1 5'•12 oJ e4 OCCitrJ s' 151 129 0etweer.panel Arae Tom.' 1525 10,10 21 00 allow kit yarn Q -�eT! 7/s p A d6/ ,Arlie /r/s 1 f J1 )/ 3/1(i t4« pc 131 fe.e.pie, - .3e (17618)v ZN41 ls- Toru skfa s, ?Dies- 2G9N '/ X bisi ,' Z'195 Ka. Ia. i ,: , 713 � 4t�Y . A�� o «r, t,.-' < < - � itis. Are, et n.,rf+„1.1oc : 1.OSH i..' `- 39.4./a -X 6151 .5 o-ifc ---_-_ - 1,7(,. 7 ,„1 )00 v tiro' roi« ;. Px1tP tis I� = 28,14,4., ,~ 1Na ,s, = ;;7Iti< < 03 2 'yf 6 K rete i. eye.., )4/ Alde r ?i4.5 /i1 5_ by c( Ii2< a� L=' H1e.N�f'i PA = 6 clad Psi--t 36, i's; L 20of- U Compression Reinforcement of existing dbl angles with other angles forming box section Compression Web Reinforcement TC T29 24v r Zo PA, original angles= 42713 lbs. Existing Reinf Effective Horiz.Web x axis z axis Total force. Pt= 46961 lbs. dbl angle dbl depth Projection K K Pre-existing Force `10= 38.00% Web section inches inches factor factor Force to be shared= 29116 lbs 32 21 0 32 1 1 Pre-existing Force = 17845 lbs Yield, ksi Yield. ksi Length.in Pre-existing stress, fp= 9-52 ksi 50 36 32.0 Batten on exising angles, Y or N Fye -fp 40.48 ksi F'e, ksi Fcr, ksi Fa, ksi Area,sq.in Pa, lbs Pt, lbs Okay? Use 36.00 ksi 101.65 31.04 18.587 2.929 54442 46961 vied Area, in^2 %P shared P shared,I P,existing P. total fa, psi FA, psi fa<= FA Existing Web 1.8750 64.0% 18838 17845 36484 19458 22780 YES Rein section 1.0540 36.0% 10477 0 10477 9941 18587 YES Total Area 2.9290 29116 46961 CORGANSubmittal Transmittal Corgan 20 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 1/24/2019 Improvements 18055.0000 SUBJECT: 055000-05.1 Open-Web Steel SUBMITTAL ID: 055000-05.1 Joists-Girder Strengthening - Deferred Submittal - Field Changes TYPE: Submittal TRANSMITTAL ID: 00507 PURPOSE: No Exceptions Taken VIA: Info Exchange SPEC SECTION: 05 50 00 FROM NAME COMPANY EMAIL PHONE Camila Narvaez Corgan co ila.Narvaez@corgan 346-201-6206 TO NAME COMPANY EMAIL i't 6ONL Turner Eric Mishler Construction emishler@tcco.com 503-226-9825 Company Turner Bruce Reid Construction breid@tcco.com Company REMARKS: VLMK RESPONSE: SEE ATTACHED SUBMITTAL, NO EXCEPTIONS TAKEN. CONTENTS QUANTITY: 1 DATED: 1/17/2019 Nt.it'1[ Fi DESCRIPTION: 055000-05.1 Open-Web Steel Joists-Girder Strengthening - Deferred Submittal - Field Changes.pdf ACTION: REMARKS: Page 1 of 2 Submittal Transmittal DATE: 1/24/2019 ID: 00507 COPIES: Dennis Escobar (Corgan) Page 2 of 2 CORGANSubmittal Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 1/18/2019 Improvements 18055.0000 RETURN BY: 2/1/2019 SUBJECT: 055000-05.1 Open-Web Steel SUBMITTAL ID: 055000-05.1 Joists-Girder Strengthening - Deferred Submittal - Field Changes TYPE: Submittal TRANSMITTAL ID: 00494 PURPOSE: For Review VIA: Info Exchange SPEC SECTION: 05 50 00 FROM NAME COMPANY EMAIL PHONE Camila Narvaez Corgan c n ila.Narvaez@corgan 346-201-6206 10 NAME COM PAN;` EMAIL PHONE Paxton Rothwell VLMK Engineering paxtonr@vlmk.com + Design Trent Nagele VLMK Engineering trent@vlmk.com (503) 222-4453 + Design Greg Scherer VLMK Engineering gregs@vlmk.com (503) 222-4453 + Design Brian Dubai VLMK Engineering briand@vlmk.com (503) 222-4453 + Design REMARKS: Field Adjustments/Changes to Delegated Design Submittal 055000-05 to resolve conflicts with existing truss steel cross members and tube steel for RTU. DESCRIPTION OF CONTENTS QTY DATED TITLE 0t.10i0FR NOTES 1 1/17/2019 055000-05.1 Open-Web Steel Joists-Girder Strengthening - Deferred Submittal - Field Changes.pdf COPIES: Dennis Escobar (Corgan) Page 1 of 1 Turner Submittal #05 50 00-7.0 05 50 00 - Metal Fabrications Turner Construction-Portland Project: 181019-Compass Oncology-Westside Cancer Center 1155 SW Morrison St.,Suite 600 12123 SW 69th Ave Portland,Oregon 97205 Portland,Oregon 97223 Phone:(503)226-9825 055000-05.1 Open-Web Steel Joists-Girder Strengthening - Deferred Submittal - Field Changes SPEC SECTION: 05 50 00-Metal Fabrications SUBMITTAL MANAGER: Eric Mishler(Turner-Portland) STATUS: Open DATE CREATED: 01/18/2019 ISSUE DATE: 01/17/2019 REVISION: 0 RESPONSIBLE Nucor Vulcraft Group RECEIVED FROM: Darrell Marchell CONTRACTOR: RECEIVED DATE: 01/17/2019 SUBMIT BY: 01/17/2019 FINAL DUE DATE: 02/1/2019 LOCATION: 2nd Floor SUB JOB: COST CODE: APPROVERS: Camila Narvaez(Corgan Architects) BALL IN COURT: Camila Narvaez(Corgan Architects) DISTRIBUTION: Jeff Goemmel (Fred Shearer&Sons),Danelle Cooke (Cityscapes),Ryan Haggerty (American Heating),Joe Carter (Delta Fire),Eric Montoya (American Heating),Abdias Calixte (Complete Fusion Welding),Jeff Whitman (Sterling-Pacific),Sean Dyer (American Heating),John Tuttle (American Heating),Darrell Marchell (Nucor Vulcraft Group),Ron Cornwall (Complete Fusion Welding),Kalpesh Patel (Overseas ES) ,Sandeep Dutt (Overseas ES) DESCRIPTION: Field Adjustments/Changes to Delegated Design Submittal 055000-05 to resolve conflicts with existing truss steel cross members and tube steel for RTU. ATTACHMENTS: SUBMITTAL WORKFLOW SUBMITTER/ RETURNED I I I NAME APPROVER SENT DATE DUE DATE DATE RESPON X REVIEWED REVISE AND RESUBMIT Camila Narvaez Approver 2/1/2019 Pending REJECTED MAKE CORRECTIONS NOTED Vendor is entirely responsible for performance of his product(s). Corrections or comments made on the shop drawings during this review does not relieve contractor from compliance with requirements of the drawings and specifications or from compliance with governing codes. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating work with that of all other trades; and performing work in a safe and satisfactory manner. This check does not include a review of the bidder design engineering calculations or mechanical, electrical or plumbing load calculations or a review for compliance with governing electrical, mechanical, plumbing or fire protection codes. VLMK ENGINEERING+DESIGN BY DATE (503)222-4453 Date:01/22/19 By.pmr Turner Construction-Portland Page 1 of 1 Printed On:01/17/2019 04:37 PM Compass TI T29 — Joist 6 LEFT (TAG) END, GRID LINE C ., 3,!8 Joist 5 typ f 45'—6" .14el meare TOP CHORD-7Callalla TC 1-4TC 2 1'-4'---I {--- VI V2 'mgr V4 V3 V7 VE 2 3 4 5 8 B y pR BR m X1 0 r. SR 3R 2R BOTTOM CHORD-BC i ea 8'-4" NOTES: PERFORM UPGRADE PROCEDURES IN ORDER GIVEN: 1. ADD PLATE REINFORCEMENT TO BOTTOM CHORD WHERE SHOWN ABOVE & PER DETAIL ON PAGE 2. 2. ADD NEW WEB X2 PER DETAIL ON PAGE 3 AFTER HSS CURB FRAMING INSTALLED. 3. REINFORCE WEBS 6R, 5R, & 4R PER DETAILS ON PAGE 4. 4. ADD REINFOREMENT ANGLES TO TOP CHORD ANGLES PER DETAILS ON PAGE 5 AT LOCATIONS SHOWN ABOVE. 5. ADD 3/4 THICK PLATE BETWEEN TOP CHORD ANGLES PER DETAILS ON PAGE 5a AT TC2, TC3 & TC4. 6. ADD ANGLES FOR X1 AND RODS FOR REINFORCEMENT OF 6R PER DETAIL ON PAGE 3a. 01/17/19 BY: DEM PAGE 1 a OF 5 Turner Reviewed by: Eric Mishler Date• 01/17/2019 Reviewed by Turner for General compliance with the contract documents only. This review does not relieve the subcontractor of the responsibility for making the work confrom to the requirements of the contract. The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. Submittal Number: 055000-05.1 REPAIR STEEL TO BE Fy=50 ksi MIN. Corn p a s s TI — T29 Joist 6 USING E70XX WELDING ' CANGLE X1 & 6R DETAILS 3/16 \ 4 AT EACCHDE D + T28 Joist 5 typ.) LOCATE X1 CLOSE TO HSS SUPPORT 2.0> .200 EA. ROD END TO CHORD ANGttS A I IOP, CLIP ANGLE AT BOTTOM AIL X V6 7 6 5I ADD SEW L 2 x 2 x 3/16 ADD 3/4" DIA. RODS • WEB 6R ON BOTH SIDES OF JOIS DBL ANGLES TO MAKE NEW .: X1 EXISTING CLIP ANGLE FOR BRIDGING /ANGLE AND CLIP ,316(// \TO CHORD t 01/17/19 BY: DEM PAGE 3a OF 5 Turner Reviewed by: Eric Mishler Date. 01/17/2019 Reviewed by Turner for General compliance with the contract documents only.This review does not relieve the subcontractor of the responsibility for making the work confrom to the requirements of the contract.The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. Submittal Number. 055000-05.1 Compass TI — T29 Joist 6 Top Chord Reinf TC2, TC3, TC4 TOP CHORD ANGLES (TC) / PANEL POINTS ARE 3/16/1 —6" " WHERE WEBS MEET THE TOP CHORD ANGLES J LisJoist 5typ ,// ADD 3/4 X 4 INCH THICK PLATE BETWEEN CHORD ANGLES 01/17/19 FROM PANEL POINT TO PANEL POINT BY: DEM (see page 1 for location, field measure length required) PAGE 5a OF 5 CORGANSubmittal Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 12/11/2018 Improvements 18055.0000 RETURN BY: 12/20/2018 SUBJECT: 055000-05 Open-Web Steel Joists- SUBMITTAL ID: 055000-05 Girder Strengthening - Deferred Submittal TYPE: Submittal TRANSMITTAL ID: 00359 PURPOSE: For Review VIA: Y in Info Exchange CO SPEC SECTION: 05 50 00 FROM NAME COMPANY EMAIL PHONE Steven Castaneda Corgan steven.castaneda@corg 832-652-3655 an.com TO NAME COMPANY EMA]l PHONE Trent Nagele VLMK Engineering trent@vlmk.com (503) 222-4453 + Design Paxton Rothwell VLMK Engineering paxtonr@vlmk.com + Design REMARKS: Please review and stamp"Reviewed by Structural Engineer for General Conformance with Design Intent."Contractor to submit to the City of Tigard. X REVIEWED REVISE AND RESUBMIT DESCRIPTION OF CONTENTS QTY DATED TITLE r —REJECTED _MAKE CORRECTIONS NOTED 1 12/10/2018 055000-05 Open-Web Steel Vendor is entirely responsible for performance of his product(s). Corrections or comments made on the Joists-Girder Strengthening shop drawings during this review does not relieve - Deferred Submittal.pdf contractor from compliance with requirements of the drawings and specifications or from compliance with governing codes. This check is only for review of general conformance with the design concept of the project and general compliance with the information COPIES: given in the contract documents. The contractor is responsible for: confirming and correlating all Dennis Escobar (Corgan) quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating work with that of all other trades; and performing work in a safe and satisfactory manner. This check does not include a review of the bidder design engineering calculations or mechanical, electrical or plumbing load calculations or a review for compliance with governing electrical, mechanical, plumbing or fire protection codes. VLMK ENGINEERING+DESIGN (503)222-4453 Date:12/14/18 By:pmr Turner Submittal #05 50 00-5.0 05 50 00 - Metal Fabrications Turner Construction-Portland Project: 181019-Compass Oncology-Westside Cancer Center 1155 SW Morrison St.,Suite 600 12123 SW 69th Ave Portland,Oregon 97205 Portland,Oregon 97223 Phone:(503)226-9825 055000-05 Open-Web Steel Joists-Girder Strengthening - Deferred Submittal SPEC SECTION: 05 50 00-Metal Fabrications SUBMITTAL MANAGER: Eric Mishler(Turner-Portland) STATUS: Open DATE CREATED: 12/7/2018 ISSUE DATE: 12/7/2018 REVISION: 0 RESPONSIBLE Complete Fusion Welding RECEIVED FROM: Abdias Calixte CONTRACTOR: RECEIVED DATE: 12/7/2018 SUBMIT BY: 12/7/2018 FINAL DUE DATE: 12/21/2018 LOCATION: 2nd Floor SUB JOB: COST CODE: APPROVERS: Steven Castaneda(Corgan) BALL IN COURT: Steven Castaneda(Corgan) DISTRIBUTION: Jeff Goemmel (Fred Shearer&Sons),Ryan Haggerty (American Heating),Steve McCourtney (Delta Fire),Eric Montoya (American Heating) ,Abdias Calixte (Complete Fusion Welding),John Tuttle (American Heating),Darrell Marche!! (Nucor Vulcraft Group),Ron Cornwall (Complete Fusion Welding),Kalpesh Patel (Overseas ES),Sandeep Dutt (Overseas ES) DESCRIPTION: Please review and stamp"Reviewed by Structural Engineer for General Conformance with Design Intent".Once stamped,Contractor to submit to the City of Tigard. ATTACHMENTS: SUBMITTAL WORKFLOW NAME SUBMITTER/ RETURNED SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Steven Castaneda Approver 12/21/2018 Pending BY DATE COPIES TO Turner Construction-Portland Page 1 of 1 Printed On:12/07/2018 01:37 PM Site Address: jai a3 S w 6 9 ' ,q v Q 1 d A IIPI Building Division TIGARD Deferred Submittal Transmittal Letter TO: DATE RECEIVED- DEPT: BUILDING DIVISION JAN 3 z. FROM: 1 Z'r 1 Coels -v vc-fi av ciT ''n°. 301 '1 COMPANY: j ►5 k\.edt,-- PHONE: 5-03- 3 c)--4-----q Z 32 By:e RE: \2 l 2_3 SW 6c1'A0,&_ t v ao i $-OQ a (Site Address) (Permit/Case Number) Cd r.ss Cr1#4`0 ClOg C c .4,, — (Project name or subdivision name and lot number rn (/ Valuation of Deferred Submittal: 4 /Sccv , ATTACHED IS THE FOLLOWING DEFE 'a' .I . ► 'MI , AL ITEM: Co t ies: Descri I tion: 1111h.. ' e 0-1)--e. ...........1N.. . ,.........5`�'ee1._._io��s't',5........_4-Sze.P j G; r_cle,___,5Tr.ey 1l) ihIs Remarks: NOTE: Documents for deferred submit items shall be submitted to the registered design professional in responsible charge who shall review t m and forward them to the building official with a notation indicating that the deferred submittal documents h.;e been reviewed and been found to be in general conformance to the design of the building.The deferred submi items shall not be installed until the design and submittal documents have been approved by the building offici. . Oregon Structural Specialty Code Section 106.3.4.2 / FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ ago — Additional fee based on valuation: $ .p A. , L}o, Other: $ Total Fees Due: $ R .:), . '4" -- / S ecial nstructions: Reprint Permit(per PE): El Yes IMF No ❑ Done Applicant Notified: Date: ,A l // Z Initials: _ The fee for processing ind reviewing deferred plan submittal shall be an amount equal to 65%of t utlding based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee.This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07