RFI Transmittal DLR Group PROJECT: Junction City SD High School 74-66-0 DATE SENT: 0/6/07 SUBJECT: RFI #50: Cold Framing Submittal EOR Response - Mid Valley Commercial Construction RFI ID: RFI50 TYPE: RFI TRANSMITTAL ID: 009 PURPOSE: Answered VIA: Info Exchange QUESTION: In review of the EOR response to our 05 40 00 design build submittal we continue to encounter design challenges which steel need to be resolved. I have attached the following email containing Items -4 from our engineer (Hayden Engineers) as well as a PDF drawing identifying the issues and intent. We would request request review and input from the EOR so we can complete the design. - MVCC_RFI_NO_0_Cold_Formed_EO... Reference Specs: 054000 SUGGESTION: ANSWER: Response (Answered) from: Michael Ziemann (DLR Group) Remarks: Please see responses on the attachment. FROM NAME COMPANY EMAIL PHONE Kaitlin Medley DLR Group kmedley@dlrgroup.co m TO NAME COMPANY EMAIL PHONE Sabina Frank Adam French Bob Kabusreiter Defryn Dunkley Corp Inc Construction Corp Inc Construction DLR Group Corp Inc Construction sabina@corpincconstruc tion.com adam@corpincconstructi on.com bkabusreiter@dlrgroup. com defryn@corpincconstruc tion.com 503-37-453 503-37-453 503-575- 3448xx74-3448 503-37-453 Don Annotti Corp Inc don@corpincconstructio 503-37-453 Page of
RFI Transmittal DATE: 0/6/07 ID: 009 NAME COMPANY EMAIL PHONE Elizabeth Delorme Jason Annotti Jordan Pfeifer Construction DLR Group Corp Inc Construction dechase Miksis Development, LLC n.com edelorme@dlrgroup.co m jason@corpincconstructi on.com 503-00- 387xx74-387 503-37-453 jordan@dechase.com 45-53-47 Keri Scott DLR Group kscott@dlrgroup.com Mark Miksis dechase Miksis Development, LLC 503-00- 330xx74-330 mark@dechase.com 45-53-47 DESCRIPTION OF CONTENTS QTY DATED TITLE NUMBER SCALE SIZE 0/5/07 MVCC RFI#0 Cold Formed EOR Response Clarification.pdf Page of
REQUEST FOR INFORMATION Project: Junction City HS General Contractor: Corp Inc. RFI #: MVCC 0 RFI Title: Cold Framing Submittal EOR Response RFI Section: 05 40 00 Date: 0/4/07 Response Required: ASAP Information Requested: In review of the EOR response to our 05 40 00 design build submittal we continue to encounter design challenges which steel need to be resolved. I have attached the following email containing Items -4 from our engineer (Hayden Engineers) as well as a PDF drawing indentifying the issues and intent. We would request request review and input from the EOR so we can complete the design. Contractor Proposed Options: Designer Answer: Answered By: Date
I am having a hard time conforming with the EOR s response to our drawings for the Junction City HS project. Please see the following:. Stacking ±0 windows over the top of ±30 windows is difficult to accomplish with light gauge framing. We typically frame long-span windows with soffits to help us deal with deflection and strength issues. We may be able to construct the upper windows (0 and 5 ) with thick cold-formed framing, on the scale of 97-mil and 8-mil, however; carrying these loads down to the bottom windows is problematic. I attached some calcs that run through the numbers up until I got to the out-of-plane design for the header at this point I could not get anything to work so I switched to modeling as an HSS. Even using an HSS 8x6x5/8 would not meet the ¾ max deflection criteria for windows (OSSC 403.3).. We may be able to frame the upper level windows that do not stack with other windows with standard framing, however; these headers would end up being 97-mil & 8-mil assemblies. 3. In conjunction with Item, since traditionally framed headers don t work, the alternative we propose is to frame the windows similarly to exterior soffits by hanging them off the structure. In order to do this, however, we would need () connection points for our studs. Above the upper level windows, the only option is the bottom of the beams. This would also require hanging studs off the bent plate above, which may be problematic for the EOR. 4. Moment clips do not meet the deflection requirements for the brick walls. These clips are usually very flexible. The original calculation package ran through a single clip, at which point I abandoned the moment clips, however; I went ahead and ran a similar calc for The Steel Networks stiffest 6 clip. The resulting deflection is far from the l/600 that we re looking for. Please note that the calculation I ran only considered the deflection due to the rotation of the stud about the clip and do not take into account the additional deflection of the stud and the deflection of the window sill. This is also attached. a. Using the moment clips results in an extremely high tension value (about 5 kips, Wind Load, Seismic load will be higher due to brick), this is difficult to accomplish with a single post-installed anchor. The anchors may need to be cast-in-place. I also attached a PDF that also notes these issues and clarifies some of our intent. With this in mind, please let me know how we should proceed. Please don t hesitate to give me a call if you have any questions. Vince Mallada Structural Designer 480 SW 68th, Tigard, OR (503) 968-9994
REG I STE RE D P R O STRUCTURA L E N G I FESS N E E R 8,55 I ON AL DA S E RR P O T. OREGON N 0, R. 0 0 Y HA EN D GENERAL STRUCTURAL NOTES: BUILDING CODE: CONFORM TO THE 04 OREGON STRUCTURAL SPECIALTY CODE. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA GIVEN ON THE SPECIFICATIONS SECTION 05400 (COLD FORMED METAL FRAMING) PROVIDED BY DLR GROUP. THE FOLLOW CRITERIA WERE USED FOR DESIGN MINIMUM OUT OF PLANE DEFLECTION: L/600 - BRICK L/40 - METAL WALL PANEL, SINGLE-PLY MEMBRANE VERTICAL DEFLECTION GAP: '' SEISMIC LOADS: SITE CLASS= D USE GROUP= III SITE DESIGN CATEGORY=D IMPORTANCE FACTOR=.0 SDS= 0.87 Ss VALUE. SDS =.67 NOTE: THESE DRAWINGS ARE FOR THE DESIGN AND CONNECTIONS OF THE LIGHT GAUGE METAL STUDS ONLY. STRUCTURAL ELEMENTS, ARCHITECTURAL ELEMENTS, FINISHES AND FIREPROOFING SHOWN ON THESE DRAWINGS ARE FOR REFERENCE ONLY AND MAY NOT ACCURATELY REFLECT THE BUILDING AS IT IS REQUIRED TO BE CONSTRUCTED PER THE CONSTRUCTION DOCUMENTS AND REVISIONS. ALL ELEVATIONS, PLANS, SECTIONS, AND DIMENSIONS SHOULD BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. HAYDEN CONSULTING ENGINEERS DOES NOT ASSUME ANY RESPONSIBILITY FOR THE ADEQUACY OF THE PRIMARY STRUCTURE AND FOUNDATION DESIGN. HAYDEN CONSULTING ENGINEERS RECOMMENDATIONS ARE MINIMUM REQUIREMENTS FOR SSMA MEMBER SIZES AND SPACING THAT ARE ADEQUATE FOR THE GIVEN LOADING CONDITIONS AS SPECIFIED IN THE DESIGN CRITERIA. HEAVIER GAUGES AND TIGHTER SPACING MAY BE SUBSTITUTED. NOTE: WINDOW MANUFACTURER TO PROVIDE " VERTICAL DEFLECTION GAP. AREA OF WORK 480 sw 68th. Ave., Tigard, Oregon 973 (503) 968-9994 p (503) 968-8444 f www.hayden-engineers.com WIND LOADS: WIND SPEED= 30 MPH - 3 SECOND GUST EXPOSURE= B IMPORTANCE FACTOR= Iw=.0 DESIGN WORK : THE STRUCTURE WHICH SUPPORTS THE LIGHT GAUGE METAL FRAMING IS DESIGNED BY DLR GROUP AND IS ASSUMED TO BE STRUCTURALLY ADEQUATE TO SUPPORT THE GRAVITY AND LATERAL FORCES EXERTED ON IT BY THE LIGHT GAUGE METAL FRAMING AND VENEER SYSTEMS. METAL STUDS: LIGHT GAUGE METAL STUDS SHALL BE OF THE SIZE AND TYPE AS SHOWN ON THE DRAWINGS. THE METAL STUDS SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). MINIMUM STUD THICKNESS SHALL BE 43 MIL (8 GA.), UNLESS NOTED OTHERWISE ON THE DRAWINGS. Fy=50,000 PSI FOR 54, 68, AND 97 MIL (6, 4 AND GA.) STUDS. Fy=33,000 PSI FOR 33 AND 43 MIL (0 GA. AND 8 GA.) STUDS. ALL FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING. TORCH CUTTING OF COLD-FORMED MEMBERS IS UNACCEPTABLE. NO NOTCHING OR COPING OF STUDS IS ALLOWED, UNLESS NOTED OTHERWISE WITHIN THE DRAWINGS. SPLICING OF WALL STUDS IS NOT ALLOWED, UNLESS NOTED OTHERWISE WITHIN THE DRAWINGS. VICINITY MAP N.T.S. FRAMING FABRICATOR IS TO ENSURE PUNCH OUT ALIGNMENT WHEN ASSEMBLING LATERAL BRACING AND FIELD CUTTING STUDS TO LENGTH. LATERAL BRACING MUST BE INSTALLED AT THE TIME THE WALL IS ERECTED. INSTALL HORIZONTAL BRIDGING OR "x0 GAUGE STRAPPING AND HORIZONTAL STUD BLOCKING @ 8'-0" O/C IN CURTAIN-WALL STUDS NOT MORE THAN 48" VERTICALLY APART IF SHEATHING IS NOT APPLIED TO EACH FACE. (UNLESS NOTED OTHERWISE ON DRAWINGS). GYPSUM WALL BOARD SHALL BE APPLIED TO EACH FACE OF STUD AND FASTENED AT A MAXIMUM OF " O/C UNLESS NOTED ON THE ARCHITECTURAL DRAWINGS. CONNECTIONS: FRAMING CONNECTORS SHALL BE MANUFACTURED BY THE STEEL NETWORK UNLESS NOTED OTHERWISE. FASTENERS SHALL BE CORROSION RESISTANT COATED, SELF-DRILLING, AND SELF-TAPPING SCREWS. UNLESS NOTED OTHERWISE ON THE DRAWINGS. THE SCREWS SHALL BE HILTI KWIK-PRO SELF DRILLING/SELF TAPPING SCREW (ICC-ES #96) AND HAVE A LOW PROFILE HEAD BENEATH SHEATHING AND STANDARD HEAD ELSEWHERE. A AA B BB 3 4 5 6 4.0 7 8 9 0N 0.8N N 3N 4N 5N 6N 7N.0 3. 8N 0 AA BB A A.7 B SCREWS SHALL HAVE 3 4'' (MINIMUM) CLEARANCE FROM ALL EDGES OF THE STEEL MEMBER. B.5 SCREW SPACING SHALL NOT BE LESS THAN 3x THE NOMINAL SCREW DIAMETER. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN THREE (3) EXPOSED THREADS. WHERE ABLE, INSTALL SCREWS FROM THE THINNER MATERIAL TO THE THICKER MATERIAL. SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH THE SCREW MANUFACTURER'S RECOMMENDATIONS. WELDS: ALL WELDED CONNECTIONS ARE TO BE PERFORMED IN ACCORDANCE WITH THE LATEST VERSION OF AWS D.3 SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES. SEE AWS D9.0 WELDING ZINC COATED STEEL AND ANSI STANDARD Z49. FOR INFORMATION REGARDING SAFE WELDING PROCEDURES. WELDERS SHALL BE AWS CERTIFIED FOR COLD-FORMED METAL WELDING. WELDING ELECTRODES SHALL BE E70XX. WELDING IS ONLY ACCEPTABLE ON MATERIAL 54 MIL. (6 GA.) OR THICKER. MINIMUM WELD THROAT THICKNESS MUST MATCH OR EXCEED THE BASE STEEL THICKNESS OF THE THINNEST CONNECTED PART, UNLESS NOTED OTHERWISE ON DRAWINGS. IN WELDING, THE ZINC COATING ON STEEL FRAMING WILL BE BURNED AWAY; THEREFORE A ZINC RICH PAINT MUST BE APPLIED TO THE WELD AREA TO PROVIDE ADEQUATE CORROSION RESISTANCE. POWER ACTUATED FASTENERS: ALL POWER ACTUATED FASTENERS (PAF'S) SHALL BE HILTI 'X-U UNIVERSAL KNURLED SHANK FASTENER' WITH PLASTIC WASHERS AND A 0.57'' SHANK DIAMETER (ICC - ESR #69). C CC DD D EE FF F G 5.0 6.0. 6" STUD WALL CC.0 DD EE FF C D D. E F F.9 G 3.0 6 PROJECT: JUNCTION CITY HIGH SCHOOL 35 MAPLE ST. JUNCTION CITY, OREGON WHEN INSTALLED INTO STEEL SUBSTRATE PAF'S SHALL HAVE A MINIMUM SPACING OF '' BETWEEN FASTENERS AND A MINIMUM EDGE DISTANCE OF ''. THE FASTENER SHALL BE DRIVEN TO WHERE THE POINT HAS PENETRATED THE STEEL SUBSTRATE UNLESS NOTED OTHERWISE. GG 3 4 5 6 7 8 9 0N. GG WHEN INSTALLED INTO CONCRETE SUBSTRATE PAF'S SHALL HAVE A MINIMUM SPACING OF 4'' BETWEEN FASTENERS AND A MINIMUM EDGE DISTANCE OF 3''. THE CONCRETE THICKNESS OF THE SUBSTRATE MATERIAL SHALL BE A MINIMUM OF 3x THE PAF'S EMBEDMENT DEPTH. N N 3N 4N 5N 6N INSPECTION: SPECIAL INSPECTIONS: IN ACCORDANCE WITH CHAPTER 7 OF THE OREGON STRUCTURAL SPECIALTY CODE AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE FOLLOWING AREAS OF WORK: HH HH A. VERIFICATION OF METAL STUD SIZE, STUD SPACING, AND STUD GAUGE. B. VERIFICATION OF FRAMING CONNECTORS. C. FIELD WELDS. D. POST INSTALLED ANCHORS. JJ 8N 9N 0 6 JJ SHEET CONTENT GENERAL INFO JOB No. 73 DRAWN CHECKED CLM VM/DH DATE REVISIONS 08.4.07 8/4/07 :5 PM SHEET S.0 OF 5
REG I STE RE D P R O STRUCTURA L E N G I FESS N E E R 8,55 I ON AL D C B.5 B A.7 A DA S E RR P O T. OREGON N 0, R. 0 0 Y HA EN D S3. LEVEL 0 4' - 0" '-0" CORNER ZONE SEE ASI TO BE ISSUED FOR DETAIL AT THIS LOCATION WITH STEEL BEAM IN THE PLANE OF LEVEL 0THE STUD WALL 4' - 0" 480 sw 68th. Ave., Tigard, Oregon 973 (503) 968-9994 p (503) 968-8444 f www.hayden-engineers.com 4 S3. 4 S3. 4 S3. LEVEL 0 00' - 0" 6" STUD WALL HSS FRAME LEVEL 0 00' - 0" EAST ELEVATION (AREA B).0 EAST ELEVATION (AREA B @ CANOPY) SCALE: 8''='-0''.0 SCALE: 8''='-0'' GG G F.9 F E D. D H3 600T 50-54 6" STUD WALL '-0" CORNER ZONE A B S4 ROOF 8' - 0" '-0" CORNER ZONE 8 J4 FULL HT AT GRID 8 LEVEL 0 4' - 0" LEVEL 0 4' - 0" S3. TYP 4 S3. 3 EAST ELEVATION (AREA C SOUTH).0 FULL HT CMU AT WALL EAST OF GRID 0 LEVEL 0 00' - 0" 4 WEST ELEVATION SCALE: 8''='-0''.0 GG LEVEL 0 00' - 0" SCALE: 8''='-0'' PROJECT: JUNCTION CITY HIGH SCHOOL 35 MAPLE ST. JUNCTION CITY, OREGON C D E F G ROOF 8' - 0" LEVEL 0 4' - 0" LEVEL 0 00' - 0" LEVEL 0 4' - 0" LEVEL 0 00' - 0" J4 CONSTRUCTION JOINTS STUD KEYNOTES: S- HEADER KEYNOTES: H- S. 600S 6-54 @ " O/C. 600S 6-43 @ 6" O/C S3. 600S 6-54 @ 6" O/C S4. 600S 300-54 @ 6" O/C JAMB KEYNOTES: J- J. () 600S 6-54 BACK-TO-BACK J. () 600S 6-68 BACK-TO-BACK J3. () 600S 00-54 BACK-TO-BACK J3. () 600S 50-68 BACK-TO-BACK H. () 800S 6-54 W/ () 600T 50-68 H. () 600S 6-54 W/ () 600T 50-43 H3. () 600S 6-43 W/ () 600T 50-43 -REFERENCE DETAILS 0/ SHEET CONTENT JOB No. 73 DRAWN CHECKED CLM VM/DH DATE REVISIONS ELEVATIONS 08.4.07 8/4/07 :5 PM 5 WEST ELEVATION (SOUTH).0 6 WEST ELEVATION (AREA C SOUTHEAST) SCALE: 8''='-0''.0 -REFERENCE 9/ SCALE: 8''='-0'' SHEET.0 OF 5
REG I STE RE D P R O STRUCTURA L E N G I FESS N E E R 8,55 I ON AL 9 0N N N 3N 4N 5N 6N 7N 8N 9N 0 '-0" CORNER ZONE PROVIDE HEADER CALLOUT, TYP NOT CORRECT. ATTACH PER DETAIL 4/S4.4 '-0" CORNER ZONE '-0" CORNER ZONE STUD WALL PER DETAIL 5/S4.3 DA S E RR P O T. OREGON N 0, R. 0 0 Y HA EN D '-0" CORNER ZONE S S3. S3. S3. S3. S3 600R 50-43 W/ () #8 SCREW EACH STUD S S3 '-0" CORNER ZONE LEVEL 0 4' - 0" 480 sw 68th. Ave., Tigard, Oregon 973 (503) 968-9994 p (503) 968-8444 f www.hayden-engineers.com S 4 3 3 4 LEVEL 0 00' - 0" SOUTH ELEVATION (AREA F). PROVIDE PER DETAIL 4/S4. SCALE: 8''='-0'' 0 9N 8N 7N 6N 5N 4N 3N N N '-0" CORNER ZONE NOT ACCEPTABLE TO ATTACH TO BOTTOM FLANGE OF UNBRACED BEAM. PROVIDE CONNECTION PER DETAIL 4/S4.4 AND LIGHT GAGE HEADER AS SHOWN ON SHEET A9.4 PROVIDE HEADER CALLOUTS, TYPICAL 3 S3. 8 S3. 8 8 S3. 8 S3. PROVIDE JAMB REINFORCING CALLOUT, TYPICAL '-0" CORNER ZONE S LEVEL 0 4' - 0" S 4 S3. H 4 S 4 NORTH ELEVATION. AT GRID E PROVIDE PER DETAIL 35/S4. J '-0" CORNER ZONE 3 PROVIDE PER DETAIL 4/S4. 3 LEVEL 0 00' - 0" SCALE: 8''='-0'' PROJECT: JUNCTION CITY HIGH SCHOOL 35 MAPLE ST. JUNCTION CITY, OREGON N N 0N 9 '-0" CORNER ZONE '-0" CORNER ZONE 4 S3. '-0" CORNER ZONE LEVEL 0 4' - 0" LEVEL 0 00' - 0" CONSTRUCTION JOINTS STUD KEYNOTES: S- HEADER KEYNOTES: H- S. 600S 6-54 @ " O/C. 600S 6-43 @ 6" O/C S3. 600S 6-54 @ 6" O/C S4. 600S 300-54 @ 6" O/C JAMB KEYNOTES: J- J. () 600S 6-54 BACK-TO-BACK J. () 600S 6-68 BACK-TO-BACK J3. () 600S 00-54 BACK-TO-BACK J3. () 600S 50-68 BACK-TO-BACK H. () 800S 6-54 W/ () 600T 50-68 H. () 600S 6-54 W/ () 600T 50-43 H3. () 600S 6-43 W/ () 600T 50-43 -REFERENCE DETAILS 0/ SHEET CONTENT JOB No. 73 DRAWN CHECKED CLM VM/DH DATE REVISIONS ELEVATIONS 08.4.07 8/4/07 :5 PM 3 NORTH ELEVATION (AREA B). SCALE: 8''='-0'' -REFERENCE 9/ SHEET. OF 5
4" BRICK / CMU VENEER, ATTACHMENT HULTI 'HUS-EZ' 4" Ø x " @ 6" O/C ALT: 3 8" Ø x " @ 3" O/C -OR- " Ø x 4 4" EMBED @ 48" O/C 600T 50-(MATCH STUD) STUD PER ELEV. SCAFCO 'PLC4' CLIPS W/ (3) # SCREWS & () HILTI ''X-U' PAF's @ 4" THICK STEEL, VERIFY SLAB EMBED, 600T 50-54 W/ () #8 SCREWS TO EA. STUD STEEL STANCHION,, 6'-0" O/C MAX, VERIFY 600S 6-43 EACH SIDE W/ HILTI 'X-U' PAF's @ " O/C & () PAF's @ TOP NO STANCHIONS PROVIDED. STUD MFR TO PROVIDE KNEE WALL MOMENT CLIPS AT LONG WINDOWS AS REQUIRED BY DETAIL 4/S3.. '-0" STUD PER ELEV. 600T 50-43 W/ () #8 SCREWS TO EACH STUD 600T 50-43 W/ () #8 SCREWS TO EACH STUD SCAFCO 'AC550' CLIPS SLAB WF BEAM, VERIFY 4" MIN. FLANGES SCAFCO 'AS' STRUT W/ () #0 SCREWS TO STUD & HILTI 'X-U' PAF's FULLY PENETRATE PER ICC REPORT WINDOW MANUF. TO PROVIDE DEFLECTION CONNECTION @ WINDOWS VERIFIED " x 33 MIL STRAP ON THE SIDE WITHOUT PLYWOOD OR GYPSUM SHEATHING PER ELEV. TRACK BLOCKING SIZE & GAUGE TO MATCH METAL STUDS. PLACE @ 8'-0'' O/C & AT EACH END OF WALL. METAL TRACK, SEE PLAN FOR SIZE & LOCATION METAL TRACK. SEE PLAN FOR SIZE & LOCATION METAL STUDS, SEE PLAN FOR SIZE & LOCATION JAMB STUD L x x (MATCH SILL GAUGE) W/ (3) #0 SCREWS EACH LEG STE I REG DA S RR RE E P O D T. N P R 0, R. O STRUCTURA L E N G I OREGON FESS N E E R 8,55 0 0 Y HA I D ONAL EN 480 sw 68th. Ave., Tigard, Oregon 973 (503) 968-9994 p (503) 968-8444 f www.hayden-engineers.com TYP. BOTTOM CONNECTION CONNECTION @ SLAB EDGE SCALE: 3 4''='-0'' SCALE: 3 4''='-0'' 3 WALL ELEVATION N.T.S. 4 CONNECTION @ SLAB EDGE SCALE: 3 4''='-0'' 5 WALL ELEVATION N.T.S. 6 TYPICAL SILLS SCALE: ''='-0'' TYPICAL STUD WALL LOCATIONS VERIFY PER PLAN #8 SELF TAPPING SCREWS @ 6" O/C TYPICAL STUD () # SCREWS EACH STUD, TYP. () # SCREWS EACH STUD, TYP. # SCREWS @ " O/C TRACK HEADER DEEP LEG TRACK HEADER () # SCREWS EACH STUD, TYP. BOX BEAM HEADER # SCREWS @ 8'' O/C PLAN AT WALL CORNER PLAN AT WALL INTERSECTION WALL LOCATIONS VERIFY PER PLAN #8 SELF TAPPING SCREWS @ 6" O/C PLAN AT HSS COLUMN WALL LOCATIONS VERIFY PER PLAN 0.57" Ø P.A.F. @ 4" O/C METAL STUD PER ELEVATION 6'' TRACK x '' FLANGES x STUD GA. W/ () #8 SCREWS EACH STUD & PAF's @ 8'' O/C STAGGERED INTO HSS HSS BEAM OR " GAP HSS BEAM OR PLATE, VERIFY 4" THICK MIN. SLOTTED 600T 00-54 W/ () #8 SCREWS EA. STUD & PAF's @ 8'' O/C STAGGERED INTO HSS METAL STUD PER ELEVATION BUILT-UP JAMB STUD PER ELEVATION ALTERNATE # SCREWS @ 8" O/C 8ga TRACK CAP @ OPENING SIDE # SCREWS @ 8" O/C STAGGERED BUILT-UP JAMB STUD PER ELEVATION # SCREW EACH SIDE BEND FLANGE DOWN W/ () # SCREWS FULL HEIGHT JAMB STUD EXTEND STUD WEBS OVER JAMB STUD ON EA. SIDE & CONNECT W/ (3) # SCREWS L x x STUD WIDTH x (MATCH HDR GAUGE) W/ (3) # SCREWS EACH LEG FULL HEIGHT JAMB STUD 7 TYPICAL CORNERS NTS 8 CONNECTION @ HSS SCALE: ''='-0'' 9 TYPICAL JAMB STUDS SCALE: /'' = '-0'' 0 TYPICAL HEADERS SCALE: ''='-0'' STEEL FRAMING 'STIFF CLIP CL-400-68' W/ (4) # SCREWS & 5 8"Ø x 3 4" EMBED HILTI 'HUS-EZ' ANCHOR 400S 6-54 DROPS @ 48" O/C ALONG STRONG BACK W/ () # TO STRONG BACKS, TYP. 54 MIL. ZEE CHANNELS @ 4" O/C W/ () HILTI 'X-U' PAF's EA. HSS BEAM CEILING, 400S 6-54 @ 4" O/C MAX. CONNECT TO STRONG BACKS W/ 54 MIL. ANGLE & () #8 SCREWS EA. LEG, TYP. 400S 6-54 STRONG BACK @ 8'-0" O/C MAX. & 4" MAX. FROM ENDS 400T 50-54 PERIMETER TRACK W/ () #8 EA. JOIST EXTERIOR CEILING SECTION N.T.S. EXTERIOR CEILING SECTION N.T.S. SHEET CONTENT PROJECT: JUNCTION CITY HIGH SCHOOL 35 MAPLE ST. JUNCTION CITY, OREGON DETAILS JOB No. 73 DRAWN CHECKED CLM VM/DH DATE REVISIONS 08.4.07 8/4/07 :5 PM SHEET OF 5
VERIFIED BENT PLATE OR HSS PER STRUCT, STRUCT. TO VERIFY CAPACITY FOR HANGING STUDS SCAFCO 'MA550 CLIP W/ (4)#0 SCREWS & () HILTI 'X-U' PAFs 0.57" Ø INTO STEEL @ KICKER LOCATIONS 43mil TRACK TSN 'SLB600' W/ (3) # SCREWS & HILTI 'X-U' PAF's TO STEEL (ALT.: SCAFCO 'PLC4' W/ (3) 'X-U' PAF's) STE I REG DA S E RR P O D RE T. N P R 0 R., O STRUCTURA L E NG I OREGON FESS N E E R 8,55 0 0 Y HA I D ON AL EN ANGLE PER STRUCT. 600S 6-54 @ ANGLE LOCATIONS, INFILL STUDS PER ELEV. 600T 50-54 W/ () #8 TO EACH STUD " 3" () HILTI 'X-U' PAF's INTO 4" MIN. STEEL '-0" MAX WINDOW MANUF. TO PROVIDE DEFLECTION CONNECTION 68mil SLOTTED DEFLECTION TRACK W/ HILTI 'X-U' PAF's @ 6" O/C & () #8 SCREWS TO EACH STUD STUD PER ELEV. 3 8 " BENT PLATE, VERIFY WF PER STRUCT. 600T 50-68 W/ HILTI 'X-U' PAF's @ 6" O/C & () #8 SCREWS TO EACH STUD 36 S6-68 @ KICKER LOCATIONS WINDOW MANUF. TO PROVIDE SLIP CONNECTION 400S 6-43 KICKER W/ () HILTI 'X-U' PAF's INTO STEEL @ 4'-0" O/C, VERIFY 4" THICK MIN. & (3) # SCREWS TO STUD 600S 6-43 W/ () #0 SCREWS TO EACH STUD SPLICE @ KICKER LOCATION ONLY STUD PER ELEVATION 43 mil TRACK HSS PER STRUCTURE TSN 'LB36' CLIP W/ (3) # SCREWS & () HILTI 'X-U' PAF's TO 4" MIN. STEEL (ALT.: SCAFCO 'AC550' W/ (3) # & () 'X-U' PAF's) WOOD FRAMING OVERHANG S3. DETAIL N.T.S. S3. 3 DETAIL N.T.S. S3. N.T.S. 4 DETAIL S3. N.T.S. SHEET CONTENT DETAILS PROJECT: 480 sw 68th. Ave., Tigard, Oregon 973 (503) 968-9994 p (503) 968-8444 f www.hayden-engineers.com JUNCTION CITY HIGH SCHOOL 35 MAPLE ST. JUNCTION CITY, OREGON JOB No. 73 DRAWN CHECKED CLM VM/DH DATE REVISIONS 08.4.07 8/4/07 :5 PM SHEET S3. OF 5