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Specifications (33) • • 13up aoi9 . 00035 Triplett Submittal Stamp Page Seismic Design and Calcs Wellman REC VED CONTRACTORS OFFICE COPY' REVISION MAR 2020 CITY OF TIGARD General Contractor Stamp: BUILDING DIVISION Project Name Triplett Twality Middle School Wellman 0 REVIEWED ❑REJECTED ❑ MAKE CORRECTIONS ❑NOT REVIEWED BY Chris Olenyik DATE 3/9/20 SUBMITTAL# 095100-PD-2 SPEC 09 51 00 This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all dimensions and fabrication to be confirmed and correlated at the job site Architect Stamp: Consultant Stamp: &*r. 4 ,leew.44 • PO Box 189 Tualatin, Or. 97062 Phone: 612-0100 Fax: 612-0101 Project: Twality Middle School INCLUSIONS: Div 09 51 00 Acoustical Ceilings MANUFACTURER PRODUCT INFO TYPE QUANTITY Includes: Product Data: 1 PDf Copy Certainteed Suspension System 15/16" Classic Stab System Terminus Straight Perimeter Trim LBRC L-Bracket ACT-1 Cashmere CM 497 NRCP 2'x4' Trim Edge Maintenance & Cleaning Info ACT-2 Fine Fissured FFCL-224 2'x4' Reveal Edge Maintenance & Cleaning Info Previously Submitted ACT-3 Symphony M RX 1220 RXS-1 2'x 4' Trim Edge ICC-ES Report ESR-3336 NWCB Suspended Ceiling 401 Document Docs Marketing W300 Eye Lag screw for Wood ICC Evaluation Report ESR-4272 J Lewis & Van Vleet Inc. Seismic Design & Calculations 1 PDF Copy Prepared By: Cascade Acoustics 3-3-20 LEWIS & 1111 VAN VLEET principals gary j. lewis, p,e. Scott debo, m.b.a. STRUCTURAL CALCULATIONS FOR Twality Middle School Ceilings Tigard, Oregon FOR Cascade Acoustics s`�RL' t �S pI ��2 15, lvv) • 23, �� Klti JAMES ti EXPIRES 12-31-2020 Lewis & Van Vleet Inc. Project No. 19128 Sheets S-1 through S-63 and D-I through D-6 consulting engineers 18660 s.w. boones ferry road tualatin, oregon 97062 (503) 885-8605 phone SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 7.11 18660 s.w.boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Twality Middle School -Condition 1, Sector A, Level 1, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16" TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4'CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID - MAX. DROP = 5 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-8 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT4'-0" O.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: OPEN WEB JOIST FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD OR TIE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0" OR MAXIMUM 144 SQUARE FEET sz SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER,AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM. ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE, AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS&VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS&VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC, AND ASCE 7- 1CD IN THE DESIGN OF THIS SYSTEM. SUSPENDED CEILING CALCULATIONS LEWIS & 11 consulting engineers 18660 s.w.boones ferry road tualatln,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING: CONDITION NO. 1,SECTOR A, LEVEL 1,TYPE 1 SPECTRAL ACCELERATION Sos= 0.716 SITE CLASS = D IMPORTANCE FACTOR Ip= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF 1 ATTACHMENT HEIGHT OF CEILING z= 15.167 FEET 1+ 2 *z/h = 1.687 AVERAGE ROOF HEIGHT h= 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12'X 12' GRID: TOTAL WEIGHT: Wp = w* 12' * 12'= 576 LBS. LATERAL LOAD: Fp = 0.4 * ap*Sos*Wp *0.7 2 *z 1 + Rp/Ip h Fp = 97 LBS. ASCE 7-14 ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-14.++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-14 ++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.985.1205 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 1, SECTOR A, LEVEL 1, TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA. Fy = 55,000 PSI A= 0.0088 SQ. IN. CAPACITY OF WIRE: Tmax= 0.6 * Fy 8 *A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 108 LB. TENSION IN WIRE: T = Fp DESIGN/COS 45 DEG. = 153 LB. OK 114" DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD OR TIE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0" to 6'-0" use 1 5/8"-20 GA. STUD WITH 1 114" FLANGES SSMA SECTION 162S125-33 5- SUSPENDED CEILING CALCULATIONS • LEWIS & COnSUItinCI engineers 18660 s.w.boones Ferry road tualatin,Oregon 97082 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL--MINIMUM 7/8"X 7/8"X 0.0188"ANGLE 1.1 CHECK THIS SPAN MINIMUM#8 SCREW 2 ft. I i I ft. SUSPENSION WIRE CONNECTION POINT 4ft. 4ft. FRAMING PLAN P DL= 4 PSF P =4PSFx4FTx1/2x8FTx1/2x1/2 w = 16 LB 11111111111111111111 w =4 PSF x 2 FT x 1/2 4 PLF R R RMAx = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8 + 4 PLF x (2 FT)2 x 1/12 (CONTINUOUS ANGLE) .- 5.33 FT-LB OK- SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE � w SUSPENDED CEILING CALCULATIONS • LEWIS & conSuItinq engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0.875" IVIIN. / __ / 0.0188" 0.875" I411I. DISREGARD STIFFENING LIPS / �� (0.875 IN) (0.0188 IN)` 0.0188 IN + (0.875 IN -0.0188 IN) - 2 _ 2 y _ 0,0188 IN x (2 x 0.875 IN -0.0188 IN) y= 0.2258 IN - (0.875 IN)' 0.875 IN 2 IYVLEG =0.0188 IN x + 0.0188 IN x 0.875 IN x -0.226 IN 12 2 = 0.0018 IN4- (0.0188 IN)3 1 0.0188 IN- 2 IYHLEG =(0.875 IN-0.0188 IN) +(0.875 IN-0.0188 IN)x0.0188 IN x 0.226 IN - 12 2 = 0.00076 IN4 ly= IYvi_EG+ IYHLEG= 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN MCAP= Sy x 0,6 x 33 KSI =6.46 FT-LB> 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503,885.8605 phone 503.885.1206 fax VAN VLEET /4 In an rporaled �/ ANGLE FASTENING TO STUDS 24 LB MAXIMUM :.l no miip.al L I .i V R 24" . - . Fp R #8 SCREWSSTU TO STUDS Rr= Rv= 24 LB MAXIMUM TcAPAaTY= 117 LB VCAPACiry= 90 LB 24 24 INTERACTION: - + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK --t3 Project Name: Condition 1 Page 1 of 1 Model: Condition 1 Date:02/18/2020 Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-Tie®CFS De.signorTM 3.2.0.5 Section : 1625125-33(33 ksi)Single C Stud Maxo = 114.0 Ft-Lb Va= 600.7 lb I= 0.07 in^4 jl Loads have not been modified for strength checks TN® Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No f, b 1 Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2)&Anchorage Designed by Engineer 0.00% NA R1 0 108 FCB43.5 Min(4#12-14)&Anchorage Designed by 14.30% NA Engineer *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 90.1 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 60.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 108.0(c) None None 136 0.0 60.0 403.7(c) 0.27 0.27 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.cam 5 -`t SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w. boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Twality Middle School -Condition 2, Sector B, Level 1, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CUP DISTANCE FROM CEILING ACOUSTICAL GRID - MAX. DROP = 7 FEET TO STRUCTURE: 1 COMPRESSION STRUTS: SEE PAGE S-16 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0" O.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: OPEN WEB JOIST FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD OR TIE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0" OR MAXIMUM 144 SQUARE FEET S -l0 • SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones Ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 Fax VAN VLEET incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER,AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM.ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W,G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE,AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS &VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS &VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC,AND ASCE 7- 16 IN THE DESIGN OF THIS SYSTEM. S -11 SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road tuala , ego 503.885.8605tin Or n phone97062 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING: CONDITION NO.2, SECTOR B, LEVEL 1, TYPE 1 SPECTRAL ACCELERATION SDS 0.716 SITE CLASS = D IMPORTANCE FACTOR Ip= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z = 15.167 FEET 1+ 2*z/h = 1.687 AVERAGE ROOF HEIGHT h = 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12' X 12' GRID: TOTAL WEIGHT: Wp= w* 12' * 12' = 576 LBS. LATERAL LOAD: Fp= 0.4 *ap*Sos*Wp*0.7 2 *z 1 + Rp/ Ip Fp= 97 LBS. ASCE 7-16 ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS.. ASCE 7-1(o ++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp = 577 LBS. ASCE 7-14 ++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN S-v2 SUSPENDED CEILING CALCULATIONS ' LEWIS & consulting engineers 18660 s.w.Peones ferry road tualatin, oregon 97062 503.885.8605 phone 503.885.1206fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 2, SECTOR B, LEVEL 1,TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA. Fr 55,000 PSI A= 0.0088 SO. IN. CAPACITY OF WIRE: Tmax= 0.6 * Fy 8 *A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 108 LB. TENSION iN WIRE: T = Fp DESIGN /COS 45 DEG. = 153 LB. OK 114" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD OR TIE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0" to 7'-0" use 1 5/8" -20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 1625125-33 5-13 SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road tua[atin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET Incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL--MINIMUM 7/8"X 7/8"X 0.0188"ANGLE IL. ——V-- .-——I————11\ CHECK THIS SPAN —MINIMUM#8 SCREW 2 ft t i I 2fl.. SUSPENSION WIRE CONNECTION POINT /R - - - — 4ft. 4ft. FRAMING PLAN P DL= 4 PSF P =4PSFx4FTx1/2x8FTx1/2x1/2 `u = 16 LB III- IlIlIllIllUlIIll w = 4PSFx2FTx1/2 = 4 PLF R R RMAx = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8+4 PLF x(2 FT)a x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK- SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE SUSPENDED CEILING CALCULATIONS > 1`i • LEWIS & 71 Consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET i ncorporaied ANGLE CAPACITY CALCULATION 0.875"MIN. / '1 .11/ 0.0188" 0.875"MIN. DISREGARD STIFFENING LIPS (0.875 IN)` (0.0188 I N)` 0.0188 IN + (0.875 IN -0.0188 IN) 2 2 y_ 0.0188 1N x (2 x 0.875 IN -0.0188 IN) y r 0.2258 IN - (0.875 IN)' 0.875 IN 2 IYvLEG =0.0188 IN x +0.0188 IN x 0.875 IN x -0.226 IN _ 12 2 = 0.0018 IN4 C (0.0188 IN)3 1 0.0188 IN 2 IYHLEG =(0.875 IN-0.0188 IN) +(0.875 IN -0.0188 IN)x0.0188 IN x 0.226 IN- 12 2 = 0.00076 IN4 ly= IYvLEG+ IYHLEG= 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN MGAP = Sy x 0.6 x 33 KSI =6.46 FT-LB> 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS a--1 • SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatln,oreg0n 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET I Incorporated ANGLE FASTENING TO STUDS 11 24 LB MAXIMUM / I R 24e Z ,,lc.—.4111.• Fp R M8 SCREWS TO STUDS Rr= Rv= 24 LB MAXIMUM 'CAPACITY= 117 LB VCAPACITY— 90 LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK S_tH Project Name: Condition 1 Page 1 of 1 Model: Condition 2 Date: 02/18/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 1625125-33(33 ksi) Single C Stud I Maxo= 114.0 Ft-Lb Va = 600.7 lb I = 0.07 in"4 Loads have not been modified for strength checks NO Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 7.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No ?'® 1 Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2)&Anchorage Designed by Engineer 0.00% NA R1 0 108 FCB43.5 Min(4#12-14) &Anchorage Designed by 14.30% NA Engineer Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 58.8 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0,00 84.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-inlin) (in) load(lb) P/Pa Value Span 108.0(c) None None 191 0.0 84.0 262.0(c) 0.41 0.41 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com S-l"1 • SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road Tualatin, oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Twality Middle School-Condition 3, Sector C, Level 1, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID- MAX. DROP = 2.6667 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-24 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0" O.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: GLULAM BEAMS FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/ EYE TO BEAM PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0" X 12'-0" OR MAXIMUM 144 SQUARE FEET `✓ `\t$ 4 SUSPENDED CEILING CALCULATIONS LEWIS & 711 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER, AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM. ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0,080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE I FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE, AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS &VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING, CODES: LEWIS &VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC,THE 2014 OSSC,AND ASCE 7- 110 IN THE DESIGN OF THIS SYSTEM. • SUSPENDED CEILING CALCULATIONS • LEWIS & 711 consulting engineers 18660 s.w.boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING: CONDITION NO. 3,SECTOR C, LEVEL 1, TYPE 1 SPECTRAL ACCELERATION Sps= 0.716 SITE CLASS = D IMPORTANCE FACTOR Ip= 1.25 COMPONENT AMPLIFICATION FACTOR ap = 1 COMPONENT AMPLIFICATION FACTOR Rp= 2,5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z= 15 FEET 1+2 *z/h = 1.679 AVERAGE ROOF HEIGHT h = 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12' X 12' GRID: TOTAL WEIGHT: Wp= w* 12' * 12' = 576 LBS. LATERAL LOAD: Fp= 0.4 *ap*Sos* Wp* 0.7 2 *z 1 + Rp/ IP h _ Fp= 97 LBS. ASCE 7-1(v++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-16++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-1.++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN SUSPENDED CEILING CALCULATIONS ' LEWIS & 71 consulting engineers 18660 s.w. boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 3, SECTOR C, LEVEL 1, TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA Fy = 55,000 PSI A= 0,0088 SQ. IN. CAPACITY OF WIRE: Tmax= 0.6 * Fy 8 *A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 108 LB, TENSION IN WIRE: T = Fp DESIGN /COS 45 DEG. = 153 LB. OK 1/4" DIA. X 3" LAG SCREW W/ EYE TO BEAM CHECK COMPRESSION STRUT: 1'-0" to 5'-0"use 1 5/8" - 20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 1625125-33 S-21 SUSPENDED CEILING CALCULATIONS • LEWIS & consulting enqineers 18660 s w. boones ferry road tualatin, oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL-- MINIMUM 7/8"X 7/8"X 0.0188"ANGLE MOM \CHECK THIS SPAN "MINIMUM#8 SCREW 2 ft.. I I SUSPENSION WIRE 2 ft. CONNECTION POINT 4ft. Oft. FRAMING PLAN DL = 4 PSF P =4PSFx4FTx1/2x8FTx1/2x1/2 = 16 LB 11111111111111111111 w =4PSFx2FTx1/2 = 4 PLF R R RMAX = 16 LB + 4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) 24 LB M = 16 LB x 2 FT x 1/8 +4 PLF x(2 FT)2 x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE S 22 SUSPENDED CEILING CALCULATIONS LEWIS & Iconsulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885,1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0.875" MIN. / / 11, 0.6188" 0.875"MIN. DISREGARD STIFFENING LIPS f (0.875 IN)` (0.0188 IN)` 0.0188 IN 1+ (0.875 IN -0.0188 IN) 2 _ 2 Y= 0.0188 IN x(2 x 0.875 IN -0.0188 IN) y= 0.2258 IN - (0.875 IN)' 0.875 IN 2 IYVLEG = 0.0188 IN x + 0.0188 IN x 0.875 IN x -0,226 IN 12 2 _ = 0.0018 IN4 C (0.0188 IN)3 _ 0.01881N— 2 IYHLEG =(0.875 IN-0.0188 IN) 4-(0.875 1N -0.0188 IN)x0.0188 IN x 0.226 IN - 12 2 = 0.00076 IN4 IY= IYvLEG+ IYHLEG= 0• 0.00254 IN4 iy Sy= = 0.0039 IN3 0.875 IN - 0.226 IN McAP= Sy x 0.6 x 33 KSI = 6.46 FT-LB > 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS V LJ SUSPENDED CEILING CALCULATIONS LEWIS & consultinq enqineers 18660 s.w boones ferry road tualatin,oregon 97062 503.886.8605 phone 603.885.1206 fax VAN VLEET I incorporaIPd ANGLE FASTENING TO STUDS • 24 LB MAXIMUM V . 4 / •5' R II 24" /i`-^-�► Fp R t8 SCREWS TO STUDS RT= RV= 24 LB MAXIMUM TCAPACITY= 117 LB UCAPACITY= 90 LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK S Z`( Project Name: Condition 1 Page 1 of 1 Model: Condition 3 Date:02/18/2020 Code: 2012 NASPEC]AISI S100-2012] Simpson Strong-Tie®CFS Designer.," 3.2.0.5 Section : 162S125-33(33 ksi)Single C Stud 1 Maxo= 114.0 FL-Lb Va = 600.7 lb I = 0.07 inA4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 2.67 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No ?.'® I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2) &Anchorage Designed by Engineer 0.00% NA R1 0 108 FCB43.5 Min(4#12-14)&Anchorage Designed by 14.30% NA Engineer *Reference catalog for connector and anchor requirement notes as well as screw placements requirement 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 0.0 0,000 0.0 None 112.4 0.000 0.000 L/O Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 32.0 123.4 0,000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load{lb) P/Pa Value Span 108.0(c) None None 73 0.0 32.0 1024.0(c) 0.11 0.11 SIMPSON STRONG-TIE COMPANY INC. 1ww.strongtle.com SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road Tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Twality Middle School - Condition 4, Sector A, Level 2, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16" TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID- MAX. DROP = 6.333 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-32 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0" O.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: WOOD I-JOISTS FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0" OR MAXIMUM 144 SQUARE FEET S _2(0 SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES,EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER,AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM. ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. 1N ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE, AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS &VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS&VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC, AND ASCE 7- 16 IN THE DESIGN OF THIS SYSTEM, SUSPENDED CEILING CALCULATIONS • LEWIS & 71 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1205 fax VAN VLEET Incorporated LATERAL LOADING: CONDITION NO.4,SECTOR A, LEVEL 2,TYPE 1 SPECTRAL ACCELERATION SDS= 0.716 SITE CLASS= D IMPORTANCE FACTOR Ip= 1,25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z = 31.5 FEET 1+ 2 *zlh = 2.426 AVERAGE ROOF HEIGHT h= 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12' X 12' GRID: TOTAL WEIGHT: WF = w* 121 * 12' = 576 LBS. LATERAL LOAD: F = 0.4*ap *Sps*Wp * 0.7 2 *z^ 1 + RP/1p h Fp = 140 LBS. ASCE 7-11a++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-11e++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-11s++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN SUSPENDED CEILING CALCULATIONS S 28 • LEWIS & 71 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO.4, SECTOR A, LEVEL 2, TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA. Fy = 55,000 PSI A= 0.0088 SQ. IN. i CAPACITY OF WIRE: Tmax = *0.6 Fy 8 A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 140 LB. TENSION IN WIRE: T= Fp DESIGN /COS 45 DEG. = 198 LB. OK 1/4" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0"to 5'-0"use 1 5/8" -20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 162S125-33 ,d4 'J SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET Incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL -- MINIMUM 7/8"X 7/8"X 0.0188"ANGLE \CHECK THIS SPAN `MINIMUM#8 SCREW 2ft. I I f 2 ft. SUSPENSION WIRE CONNECTION POINT 4ft. 4ft. FRAMING PLAN DL = 4 PSF P =4 PSF x 4 FT x 1/2 x 8 FT x 1/2 x 1/2 = 16 LB 111111.11111111111 w =4PSFx2FTx1/2 = 4 PLF R R RMAX = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8+ 4 PLF x (2 FT)2 x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK- SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 ,,w,- 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0.875"MIN. / / / 0.0188" 0.875" MIN. DISREGARD STIFFENING PS / (0.875 IN)r (0.0188 IN)` 0.0188 IN + (0.875 IN-0.0188 IN) 2 2 Y= 0.0188 IN x(2 x 0.875 IN -0.0188 IN) y= 0.2258 IN - (0.875 IN)' 0.875 IN 2 lyvi-Ec =0.0188 IN x f 0.0188 IN x 0.875 IN x — -0.226 IN = 0.0018 IN4_ 12 2 (0.0188!N}3 r 0.0188 I 2 IYHLEG =(0.875 IN -0.0188 IN) 12 J+(0.875 IN-0.0188 IN)x0.0188 IN x 0.226 IN- - 2 = 0.00076 IN4 ly= lYv>_EG+ IYHLEG= 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN Mpp,P= Sy x 0.6 x 33 KSI =6.46 FT-LB > 5.33 FT-LB ACTUAL -OK ANGLE SPANS 24" BETWEEN STUDS SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE FASTENING TO STUDS 24 LB MAXIMUM • ..1 1 AV/ 1 R ..A, 24" r!v ......,Or` Fp R #8 SCREWS TO STUDS RT=Rv= 24 LB MAXIMUM TCAPACI?Y= 117 LB UCAPACITV= 9O LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK • V _)u Project Name: Condition 1 Page 1 of 1 Model: Condition 4 Date:02/18/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 162S125-33(33 ksi) Single C Stud I Maxo= 114.0 Ft-Lb Va= 600.7 lb I = 0.07 in"4 Loads have not been modified for strength checks 0 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method =AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 6.33 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No z ' r O t Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2)&Anchorage Designed by Engineer 0.00% NA R1 0 140 FCB43.5 Min(4412-14)&Anchorage Designed by 18.54 % NA Engineer *Reference catalog for connector and anchor requirement notes as well as screw placements requirement 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 0.0 0.000 0.0 None 68.1 0.000 0.000 L/O Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 76.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) PIPa Value Span 140.0(c) None None 173 0.0 76.0 295.4(c) 0.47 0.47 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • SUSPENDED CEILING CALCULATIONS LEWIS & 71 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Twality Middle School -Condition 5, Sector B, Level 2, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID - MAX. DROP = 8.5 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-40 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0"O,C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: WOOD I-JOISTS FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0" OR MAXIMUM 144 SQUARE FEET s-3 9 • SUSPENDED CEILING CALCULATIONS • LEWIS & 11 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.685.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER,AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER,AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM. ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE,AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS &VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING,AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS &VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC, AND ASCE 7- 1bIN THE DESIGN OF THIS SYSTEM. SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road .. ,' tu1alalin,oregon 97062 503,885.8605 phone 503.885.1206 fax ;. VAN VLEET incorporated LATERAL LOADING: CONDITION NO. 5, SECTOR B, LEVEL 2, TYPE 1 SPECTRAL ACCELERATION SIDS= 0.716 SITE CLASS = D IMPORTANCE FACTOR Ip= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z= 1 31.5 FEET 1+2 *z/h = 2.426 AVERAGE ROOF HEIGHT h = 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12' X 12' GRID: TOTAL WEIGHT: Wp= w* 12' * 12'= 576 LBS. l LATERAL LOAD: FP= 0.4 *ap *SIDS*Wp* 0.7 2 *z 1 + Rp/Ip h Fp = 140 LBS. ASCE 7-142++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp= 108 LBS. ASCE 7.1ff ++ (EQ. 13,3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-1t0++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN J J • SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w. boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 5, SECTOR B, LEVEL 2,TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA. Fy= 55,000 PSI A= 0.0088 SQ. IN. CAPACITY OF WIRE: Tmax = 0.6 " Fy 8 *A 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 140 LB. TENSION IN WIRE: T= Fp DESIGN /COS 45 DEG. = 198 LB OK 1/4" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0"to 9'-0" use 1 5/8" -20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 1628125-33 SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885,1206 fax VAN VLEET incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL -- MINIMUM 7/8"X 718"X 0.0188"ANGLE I CHECK THIS SPAN MIMUM/18 SCREW N 2 ft. I I SUSPENSION WIRE 2ft CONNECTION POINT Oft. 4 ft. FRAMING PLAN DL= 4 PSF P = 4PSFx4FTx1/2x8FTx1/2x1/2 = 16 LB uluuuuul■uiuuuluuuu11 w =4PSFx2FTx1/2 = 4 PLF R R RMAx = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8 +4 PLF x(2 FT)2x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK- SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18860 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0275"MIN. r/ 0.0188" 0.875"MIN. DISREGARD STIFFENING LIPS I / (0.875 IN)`' (0.0188 IN)` 0.0188 IN + (0.875 IN -0.0188 IN) 2 _ 2 y_ — 0.0188 IN x(2 x 0.875 IN-0.0188 IN) y = 0.2258 IN r (0.875 IN)' - 0.875 IN —2 IYVLEG =0.0188 IN x +0.0188 IN x 0,875 IN x -0.226 IN _ 12 2 _ = 0.0018 IN4 (0.01881N)3 0.0188IN 2 [ IYHLEG =(0.875 IN-0.0188 IN) + 0.875 IN-0.0188 IN)x0.0188 IN x IIr 0.226 IN - 12 EELL 2 = 0.00076 IN4 IY= IYVLEG+ IYHLEG =0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN MCAP= Sy x 0.6 x 33 KSI =6.46 FT-LB> 5.33 FT-LB ACTUAL -OK ANGLE SPANS 24" BETWEEN STUDS J V l • SUSPENDED CEILING CALCULATIONS LEWIS & 71 consulting engineers 18660 sm.boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET /l . incorporated �/ ANGLE FASTENING TO STUDS - • 24 LB MAXIMUM ono nee mil 4 • t.. AV R 24" Zr 1111111111111111111.111- ,�_ Ffl R #8 SCREWS do 1171". TO STUDS RT= RV= 24 LB MAXIMUM TcAPACITY= 117 LB VCAPACITY= 90 LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK -. L.V Project Name: Condition 1 Page 1 of 1 Model: Condition 5 Date:02/18/2020 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 162S125-33 (33 ksi) Single C Stud I Maxo= 114.0 Ft-Lb Va= 600.7 lb I = 0.07 in'4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method =AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 8.50 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2) &Anchorage Designed by Engineer 0.00% NA R1 0 140 FCB43.5 Min(4#12-14)&Anchorage Designed by 18.54% NA Engineer Reference catalog for connector and anchor requirement notes as well as screw placements requirement 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 0.0 0.000 0.0 None 45.4 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 102.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-inlin) (in) load(lb) P/Pa Value Span 140.0(c) None None 232 0.0 102,0 211.3(c) 0.66 0.66 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com SUSPENDED CEILING CALCULATIONS . LEWIS & 71 consulting engineers 18660 s.w. boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET into rp n r algid PROJECT: Twality Middle School- Condition 6, Sector C, Level 2, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID - MAX. DROP= 7 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-48 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KSI 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0" 0.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: WOOD I-JOISTS FASTENERS FOR SPLAY WIRES: 1/4" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0" OR MAXIMUM 144 SQUARE FEET c7 "T Li SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 • 503.885.8605 phone 503.885.1206 fax VAN VLEET Incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER, AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM. ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE.THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE, AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA (IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS&VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS&VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC, AND ASCE 7- 110 IN THE DESIGN OF THIS SYSTEM. S- `I-3 SUSPENDED CEILING CALCULATIONS • LEWIS & 711 consulting engineers 18660 s.w.boones ferry road fualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET into(pot a l ad LATERAL LOADING: CONDITION NO. 6, SECTOR C, LEVEL 2, TYPE 1 SPECTRAL ACCELERATION Sos= 0.716 SITE CLASS = D IMPORTANCE FACTOR I,= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z= 31.5 FEET 1+ 2 *z/h = 2.426 AVERAGE ROOF HEIGHT h = 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12' X 12' GRID: TOTAL WEIGHT: Wp= w* 12' * 12' = 576 LBS. I LATERAL LOAD: Fp= 0.4 *ap* Sos*WP*0.7 2 *z 1 + Rp/ 1p h Fp= 140 LBS. ASCE 7-1b ++ (EQ. 13,3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-1ta++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp = 577 LBS. ASCE 7-11e++ (EQ. 13.3-2) ++ NOTE; 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN r SUSPENDED CEILING CALCULATIONS LEWIS & 71 consulting engineers 18660 s.w.boones ferry road tualatin, oregon 97062 503.885.8605 phone 503.885.1206 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 6, SECTOR C, LEVEL 2, TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA, Fy= 55,000 PSI A= 0.0088 SQ. IN. CAPACITY OF WIRE: Tmax= 0.6 " Fy 8 *A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 140 LB. TENSION IN WIRE: T= Fp DESIGN/COS 45 DEG. = 198 LB. OK 114" DIA. X 3" LAG SCREW W/ EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0" to 7'-0" use 1 5/8" -20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 162S125-33 SUSPENDED CEILING CALCULATIONS - LEWIS & consuitina engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET ncorpor a led PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL -- MINIMUM 7/8"X 7/8"X 0.0188"ANGLE - CHECK THIS SPAN 'MINIMUM#8 SCREW 2 ft I I I 2ft SUSPENSION WIRE CONNECTION POINT 4fl,. 4ft. FRAMING PLAN P DL = 4 PSF P =4PSFx4 FTx1/2x8FTx1/2x1/2 = 16 LB 1111111111MH w =4PSFx2FTx1/2 = 4 PLF R R RMAx = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8 + 4 PLF x (2 FT)2 x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK- SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE s.,Iy SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin, Oregon 97062 503.885.8606 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0.875" MIN. 11 0,0188" 0275"MIN. DISREGARD STIFFENING LIPS (0.875 IN)` (0.0188 I N)` 0.0188 IN + (0.875 IN -0.0188 IN) 2 _ _ 2 Y= 0.0188 IN x (2 x 0.875 IN -0.0188 IN) y= 0.2258 IN (0.8751N)' 0.875 IN ^2 IYVLEG =0.0188 IN x + 0.0188 IN x 0.875 IN x -0.226 IN 12 2 = 0.0018 IN4 [ (0.0188 IN)3 1 _ 0.01881N- 2 IYHLEG = (0.875 IN-0.0188 IN) IL +(0.875 IN-0.0188 IN)x0.0188 IN x 0.226 IN- 12 2 = 0.00076 IN4 IY= 1YVLEG+ IYHLEG= 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN-0.226 IN MCAP= Sy x 0.6 x 33 KSI =6.46 FT-LB > 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS J t I . SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporaiee ANGLE FASTENING TO STUDS - 24 LB MAXINSUIvI . 1 , 1 R 24" A, R 1✓ #8 SCREWS TO STUDS RT=RV= 24 LB MAXIMUM TCAPACITY= 117 LB ✓CAPACITY= 90 LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK S-` 5 Project Name: Condition 1 Page 1 of 1 I Model: Condition 6 Date: 02/18/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie@ CFS DesignerT*' 3.2.0.5 Section : 162S125-33(33 ksi) Single C Stud I Maxo= 114.0 Ft-Lb Va= 600.7 lb I= 0.07 in"4 • Loads have not been modified for strength checks N 0 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method =AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 7,00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No �® I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45,5(2) &Anchorage Designed by Engineer 0.00% NA R1 0 140 FCB43.5 Min(4#12-14) &Anchorage Designed by 18.54% NA Engineer *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 58.8 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 84,0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-inlin) (in) load(lb) P/Pa Value Span 140.0(c) None None 191 0.0 84.0 262.0(c) 0.53 0.53 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • SUSPENDED CEILING CALCULATIONS S-961 • LEWIS & consulting engineers 18660 s.w. boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885,1206 fax VAN VLEET incorporated PROJECT: Twality Middle School -Condition 7, Sector D, Level 2, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 HEAVY DUTY MAINS CS4-12-12 4' CROSS TEE CS2-12-12 2' CROSS TEE WA15-15 WALL ANGLE CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID - MAX. DROP = 8 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-54 FOR SUMMARY DIAGONAL WIRE SPLAYS: 12 GA. 55 KS] 4 WAYS AT EACH COMPRESSION STRUT VERTICAL HANGER WIRES: 12 GA. 55 KSI AT 4'-0" Q.C. ALONG MAIN RUNNERS STRUCTURE ABOVE CEILING: WOOD I-JOISTS FASTENERS FOR SPLAY WIRES: 1/4" DIA, X 3" LAG SCREW W/ EYE TO JOIST CHORD PERIMETER WIRES IN EACH ORTHOGONAL DIRECTION, ONE END OF THE AND ATTACHMENTS: CEILING GRID MAY BE ATTACHED TO THE CLOSURE ANGLE, THE OTHER ENDS IN EACH HORIZONTAL DIRECTION SHALL HAVE 3/4 INCH CLEARANCE FROM THE WALL AND BE SUPPORTED BY AN CERTAINTEED WA15-15 SEISMIC PERIMETER CLIP AT ALL MAIN AND CROSS RUNNERS. NO PERIMETER WIRES ARE REQUIRED IN THIS INSTANCE. THIS FRAMING OPTION MUST BE APPROVED BY THE LOCAL AUTHORITY HAVING JURISDICTION. STRUT AND SPLAY SPACING: 12'-0"X 12'-0"OR MAXIMUM 144 SQUARE FEET • SUSPENDED CEILING CALCULATIONS •Sb . LEWIS & 7711 consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8505 phone 503.885.1206 fax VAN VLEET Incorporated CEILING MOUNTED LIGHT LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR FIXTURES, EGRESS LIGHTS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP SPEAKER, AIR TERMINALS, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE MECHANICAL SERVICES, CEILING GRID SYSTEM SHALL BE POSITIVELY AND OTHER CEILING ATTACHED TO THE CEILING SYSTEM, ATTACHMENT SUPPORTED EQUIPMENT: SHALL BE MADE WITH A MINIMUM OF 4 APPROVED FASTENERS LOCATED WITHIN 3 INCHES OF THE GRID INTERSECTIONS TO SUSPENSION MAIN RUNNERS, OR TO CROSS RUNNERS WITH THE SAME CARRYING CAPACITY OF THE MAIN RUNNERS. IN ADDITION TO THE ABOVE GRID CONNECTION, FIXTURES WEIGHING AT LEAST 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE TWO 0.080 INCH (12 GAUGE A.W.G.) HANGER WIRES CONNECTED FROM THE FIXTURE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. FIXTURES WEIGHING LESS THAN 20 POUNDS DO NOT REQUIRE SLACK WIRES. FIXTURES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED INDEPENDENTLY FROM THE STRUCTURE ABOVE INDEPENDENTLY OF THE GRID SYSTEM WITH APPROVED HANGERS. CABLE TRAYS, ELECTRICAL CONDUIT, COMMUNICATION CABLE, AND OTHER SIMILAR INSTALLATIONS SHALL BE SUPPORTED INDEPENDENTLY FROM THE CEILING. DESIGN SCOPE: STRUTS AND SPLAYS ARE NOT REQUIRED FOR CEILINGS IN ROOMS LESS THAN 1000 SQUARE FEET IN AREA(IN AREAS WITH THE SURROUNDING WALLS BRACED TO STRUCTURE). ENGINEERING: LEWIS &VAN VLEET INC. HAS BEEN RETAINED TO DESIGN THE CEILING GRID SUPPORT AND BRACING, AND ATTACHMENTS FROM THE GRID SYSTEM TO THE SUPPORTING STRUCTURE. IT IS THE RESPONSIBILITY OF THE BUIDING OWNER, CONTRACTOR, OR ENGINEER OF RECORD TO VERIFY THAT THE STRUCTURE HAS ADEQUATE STRENGTH AND LATERAL STABILITY TO RESIST THE LOADS IMPOSED ON IT BY THE SUSPENDED CEILING. CODES: LEWIS&VAN VLEET, INC. HAS FOLLOWED THE STANDARD PROVISIONS OF THE 2012 IBC, THE 2014 OSSC, AND ASCE 7- 16 IN THE DESIGN OF THIS SYSTEM. SUSPENDED CEILING CALCULATIONS a Si LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING: CONDITION NO. 7, SECTOR D, LEVEL 2,TYPE 1 SPECTRAL ACCELERATION Sos= 0.716 SITE CLASS = D IMPORTANCE FACTOR IP= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z= 28 FEET 1+ 2 *z/h = 2.268 AVERAGE ROOF HEIGHT h= 44.167 FEET DESIGN FOR TOTAL LATERAL FORCE FORA 12' X 12' GRID: TOTAL WEIGHT: Wp = w* 12' * 12' = 576 LBS. LATERAL LOAD: Fp = 0.4 *ap* Sps*W,*0.7 2 *z 1 + Rp/Ip h _, Fp= 131 LBS. ASCE 7-1b ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-14,++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-Ito++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN • »` SUSPENDED CEILING CALCULATIONS • LEWIS & 11 consulting engineers 18660 s.w.boonesferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 7, SECTOR D, LEVEL 2,TYPE 1 Strut Wire CEILING GRID 12 FT. X 12 FT. 45 deg. Ceiling CHECK DIAGONAL WIRE SPLAYS: 12 GA. Fy= 55,000 PSI A= 0.0088 SQ. IN. CAPACITY OF WIRE: Tmax= 0.6 ` Fy 8 *A = 290 LB. CONTROLLING SEISMIC FORCE: Fp DESIGN = 131 LB. TENSION IN WIRE: T= FpDESIGN I COS 45 DEG. = 185 LB. OK 1/4" DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0" to 8'-0" use 1 5/8" -20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 162S125-33 S-5:S . SUSPENDED CEILING CALCULATIONS • LEWIS & Iconsulting engineers 18660 s.w.boones ferry road tuaiatin,oregon 97062 \ , 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PERIMETER CLOSURE ANGLE SUPPORT AT WALL: CHECK WALL ANGLE SUPPORT AT WALL -- MINIMUM 7/8"X 718"X 0.0188"ANGLE MOW 1 \CHECK THIS SPAN MINIMUM#8 SCREW 2 It. i I I ft SUSPENSION WIRE CONNECTION POINT 4 P.. r 4 ft. 1 FRAMING PLAN P DL= 4 PSF P =4 PSF x 4 FT x 1/2 x 8 FT x 1/2 x 1/2 VI = 16 LB 11111111111111111111 w =4PSFx2FTx1/2 = 4 PLF R R RMAx = 16 LB +4 PLF x 4 FT x 1/2 (CONTINUOUS ANGLE) = 24 LB M = 16 LB x 2 FT x 1/8 +4 PLF x(2 FT)2 x 1/12 (CONTINUOUS ANGLE) = 5.33 FT-LB OK-SEE ANGLE CAPACITY CALCULATION ON NEXT PAGE s -5� • SUSPENDED CEILING CALCULATIONS • LEWIS & consulting engineers 18660 s.w.boones ferry road tualatin, Oregon 97062 503.885.8605 phone 503.885.1206fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0,87S" MIN. f f 0.0188" 0.875"MIN. DISREGARD STIFFENING LIPS (0.875 IN)` (0.0188 IN)` 0.0188 IN + (0.875 IN -0.0188 IN) 2 2 Y= 0.0188 IN x(2 x 0.875 IN -0.0188 IN) y = 0.2258 1N - (0.875 IN)' 0.875 IN 2 IYvLEG =0.0188 IN x + 0.0188 IN x 0.875 IN x -0.226 IN _ 12 2 0.0018 IN4 C (0.0188 IN)3 - - 0.0188 IN- 2 IyHLEG =(0.875 IN-0.0188 IN) +(0.875 IN-0.0188 IN)x0.0188 IN x 0.226 IN- 12 2 = 0.00076 IN4 ly= IyvLEG + IYHLEG= 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN McAQ = Sy x 0.6 x 33 KSI =6.46 FT-LB > 5.33 FT-LB ACTUAL- OK ANGLE SPANS 24" BETWEEN STUDS SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 18660 s.w.boons ferry road Tualatin,Oregon 97062 603.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE FASTENING TO STUDS 24 LB MAXIMUM AVI 24" R f#8 SCREWS TO STUDS RT=Rv= 24 LB MAXIMUM TTAPAcir'= 117 LB VcAPACITY- 90 LB 24 24 INTERACTION: + = 0.4718 <1 OK 117 90 #8 SCREW TO EACH STUD OK U -plc) Project Name: Condition 1 Page 1 of 1 Model: Condition 7 Date:02/18/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer1M 3.2.0.5 Section : 162S125-33(33 ksi) Single C Stud Maxo= 114.0 Ft-Lb Va= 600,7 lb 1= 0.07 in"4 ILoads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method=AISI S100 Simpson Strong-Tie SpanfCantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A 8.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 0 0 SCB45.5(2) &Anchorage Designed by Engineer 0.00% NA R1 0 131 FCA43,5 Min(4/112-14)&Anchorage Designed by 17.35 % NA Engineer Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0,0 None 49.1 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 96.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KLIr (lb-in/in) (in) load(lb) PIPa Value Span 131.0(c) None None 218 0.0 96.0 225.4(c) 0.58 0.58 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com LEW,15 & x; conLsulting engineers Client 18660 s.w. boanes ferry rd. Job No. By tualatIn.Oregon 97062 (503)BB5.96D5 phone [503]68 Job 5.1206 fax Date Sheet No. 5`S- VAIN VLEET Incorporated f' 4Y ,, ..t_ S3 a tt z ,, .7,„ i 'r.�xzYc '[fiN tics rs t .+•>. 111 v.1 L.:t .3+- 1 ' 1 1 - t I - 1 c l V I7zs] �1 _ I Y.�/-7 .. : 4 1� .Y, ,I - I 1 _ _ -+ 1 1 ._I- I `, 1 ;: 1 , 1 1 , 1 l � fiu -� "-(i r,+.)11` .M 1-- n7 I ( ' - I I 1 1 --- --,. 1 - - -- ' I , I. 1 1 � I 1 � 1 ..-- - _ 1 11 I I :• i t I '.. 1 : 1 1 , 1 : 1 i ti I - I 1 I I I I d r p I t L._. , I � , b I ' IJ I '_ Y I -_ C Y V 11 - I I I--� F 1 1 :-- I I I I I . I 1 , 1 I I 1._ - - � . .. 1 1 _ I � l 1 • "' I I-- , ._-1-_ , 1_ rlls}u. 1 -_ TI t 1.--; 1-- , ,-, 1�'.-I ' 1 - 1— —, 1 1 1 ! I 1 I - po I1 t I ! I e - ' 1 L. , I .L , 1-._ I. -r— -__, 1_ Ili — , -,—I I, I'. I r. �� 3 a .. 1 1 ; 1 1 I btiwp Cr i� —' p � 1 >ti c �r Fs y 1 ', 1 I ---t 1 I I 11 . l , I I 4f Ii1 1 -1- , 1 1 I ' t ' ' ; 1 i _ � Q I I I I I• , ... I 'RGe ,� _ 1 I i I, 1 I 1 I ' I _ i -r _ 1 I1 -- , : ;11 I 1 • • I. .._ .I I __' I _ I_. : -_ ' j ...1.....1 , 1 4- - ! , I I_ -I ^ I...._i .I I - I • PI _ _ I I I 7- -'--°;7 1 1.� 1 '7- l.l_ c_I .. - _I I r 1 I 1 1 ; : t I ' I _.... T 1- 1 1 ` III I I I 1 �py+�- Ir-� YY yy3 �}1. 1 � y� k _ i.^ r I ..-. 1.R .�1 1 X * A A+ n. 1 ..�.!a..1 i __.1 • rf ! I. I U x 1 1 1 J 1 L. e II t � - I i i I I I _ _ I • . (7� ' • til 'L-, 1). FS l �' I ' It , , V4 . , . i ! i Hi : d 1�l T 1 t 1IIl - . i I_..i -t t 1 I I — - - _I •Ir l - t r . I 1I i I• , ra �1i ` 1 �� • -' S -i 1 L, I I I I I I I 1 AyT `t£51 -t�. 4= . . :- I .i-.i ! Fi- I ---t 1 1 1 I - — -'I I t !r . 4 1 _ . rJVS 7 } ' � { 1l 1-1I 1 0S � �$ �,� . • , I•`---• _ - { -f I 1 I t + II 1"-: i ' '- 25 - �� I 1 _• '1 I I ( i'- 4x � 2C. �- a - — 1 , _ :`i • , , 1 1 .—: : _,1 : . I 1 , I I 1f I ! I ;_ ' ! 1 t ,- V: - , �.-113.: c . ' . } ;..,. \V - :`� ' 'C v� , v1 L_2a t O.w.c e..kq,'I I ' T, c ' (�nc . ca .- 41ot 4 11 I I I , 1 1 1 I I 1 E I I , i , k { 1la ,I I 1 -1 - I • i'I I. 1 -_ 1 I - 1 1 , 1 j' l 1 1r ` i. I � 1 1 1 I !f (I 1 _ t 1 : I i J11 : H III . 11 { a i I t ! ' 1 + . . t I , 1 .,"—i 1 s I I' 1 N. .., f 1 i I t i -i I ti 1i I I I ,+ I I I I!I I 1 i I I , 7 - .i.- 7_ 1 I IFii 1 l I 1 - + .. . j.,:I 4-1 aaF.1I 1 1 • t< ux N .o'y� w 3s ES'nR` F bTT:'X..4-.F"4.-Y-.M` r R...:&G"uc...sbrrn4'a.kra was/ifi Y--- ,=7Fsn,. Technical Information t imminim. _ ,,,, S-SS Screw and Weld Capacities , : _' Screw fable Nv 3'5 1. Capacities based on AISI 5100 Section E4 specification. 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at 2.When connecting materials of different steel thicknesses or tensile strengths, least 1.5 times the nominal diameter(d)of the screw. use the lowest values.Tabulated values assume two sheets of equal thickness 6. Values are for pure shear or tension loads.See AISI S100 Section E4.5 for are connected, combined shear and pull-aver. 3. Capacities are based on Allowable Strength Design(ASD)and include safety 7. Tension capacity Is based on the lesser of pull-out capacity in sheet closest to factor of 3.0. screw tip,or pull-over capacity for sheet closest to screw head(based on head 4. Where multiple fasteners are used,screws are assumed to have a center-to- diameter shown). center spacing of at least 3 times the nominal diameter(d). 8. Higher values,especially for screw strength,may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (Pounds Per Screw) 86 Screw 118 Screw d18 Screw 1112 Screw V."Screw Designation Design Fy Yield Fe Tensie Thickness Thickness {ksi) (ksi) 0.138°Dia;0.25'Head 0.164'Dla;0.313'Head 0.190"Dia;0340'Head 0.216"Dia;0,340"Head 0.250'Dig 0.409"Head Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension D25 0.0155 50 65 111' 39 111' 47 111' 54 - - - - D20 0.0188 57 65 142' 48 150' 57 164' 66 109 75 - - 30EQD 0.0235 57 65 174' 60 184' 71 236' 82 152 93 - - 33EQD 0.0235 57 65 174' 60 184' 71 236' 82 152 93 - - 33EQS 0.0295 57 65 171 75 187 89 201 103 214 117 231 135 43EQS 0.0400 57 65 270 102 295 121 317 140 338 159 364 184 Values are based on testing using AISI SI00 procedures. Weld'fable Notes 1. Weld capacities are based on the AISI 5100 Specification Sections E2.4 for fillet 5. Weld capacities are based an either 0,0938`or 0.125"diameter E60 or E70 welds and E2.5 for groove welds, electrodes.The use of 0.030"to 0.035"diameter wire electrodes may provide 2. When connecting materials of different steel thicknesses or tensile strengths best results. (Fu),the lowest values should be used. 6.Transverse capacity is loading in perpendicular direction of the length of the weld. 3. Capacities are based on Allowable Strength Design(ASD)and Include appropriate 7. For flare groove welds,the effective throat of weld is conservatively assumed to safety factors, be less than 2t. 4. Longitudinal capacity is loading In parallel direction of the length of the weld. Weld Capacity (Pounds Per 1" Weld) Weld Type Designation Design Fy Yield Fu Tensile Nominal Thickness Thickness (ksl) (ksi) Weld Size Filet Flam Groove Longitudinal Ti g an Longitudinal Transverse 43EQS 0.0400 57 65 '/s 639 1 1106 696 1 849 'For welds less than I"In length,AISI5100 equations E2.5-I and E2.5-2 must be checked. a Values based on AISI S100 equation E2.6-2 R vaunnf.SCAFCO.cnrn Fri r l,,a nnnia 7 end CI nerce.rec an nre,,:n„c rnf r.»aflne 4U _Cci it '2 4AC'et(A/X-e-411 . PO BOX CCB#39 Tualatin,OR REGliC2 Phone:(503)612-01001 Request for Seismic Calculations DR CCB#38335.WA RE(i#CASCAA'203QK Fax(503}612-0101 TO: Lewis &Van Vleet 18660 SW Boones Ferry Rd Tualatin DATE: 2/18/2020 12:09 PM FAX: FROM: Dwight Smith PROJECT: Twality Middle School PLEASE PROVIDE BY: Please work in when you can. LOCATION: 14650 SW 97(h Ave Tigard Or 97224 This Is not time sensitive now. GRID COMPONENTS TO BE USED TYPE 1 TYPE 2 Manufacturer Certainteed 2'x4' pattern Mains CS12-12-20 4'Cross Tees CS4-12-12 2'Cross Tees CS2-12-12 Wall Angle WA I5-15 ROOF CONDITION 1:Sector A Level 1 -- - Wood Framed Floor structure TJI @ 18"&24"oc with 1-118"sheathing&1.112"Topping Structure above(Floor): 290'-0" Grade to Roof highest pt 319'-2" ACOUSTICAL CEILING Grade to Slab on Grade 275'-0" Grade to Acoustical Varies from 285'-0"to 286'-4" NtHFLR' Ceiling ' - Y - Special Note: See detail 16/A9.30 at Ext. Learning A 107 I- a r a rr CONDITION 2:Sector B Level 1 oo oo Wood Framed Floor Structure TJI @ 18"&24"oc with 1.118"sheathing&1-1I2"Topping \ ACOUSTICAL CEILING a Structure above(Floor): 290'-0" o 1- z o Grade to Roof highest pt 3 19'-2" o - 2h °FAR a Grade to Slab on Grade 275'-0" a o -- Grade to Acoustical Varies from 283'-0"to 287'-0" e 0< o _ Ceiling 0 W Special Note: See detail I6/A9.30 at Ext. Learning B107 ACOUSTICAL CELINC 0 u 0 a CONDITION 3:Sector C Level 1 Wood Framed Floor Structure 518"plywood over 3x T&G Decking w 3"topping slab F.F. Structure above(Floor): 290'-0" `---^ — - - Grade to Roof highest pt 319'-2" Grade to Slab on Grade 278'-0" FOR THE NTH FLOOR ORAONESTORY BUILDING,GR1DET0 Grade to Acoustical 287'-2" TOP OF FLOOR DOESN'T EXIST. Ceiling Special Note: ADDITIONAL COMMENTS: CONDITION 4:Sector A Level 2 Pop Rivets on Attached Side✓ Wood Framed Roof Structure 18"Red I-Joist 24"oc with 5/8"Roof Sheathing Seismic Perimeter Clips on unattached side ✓ Structure above(Roof): Varies from 305' to 306'-6" Perimeter wires may be omitted at Pop Rivet side - Grade to Roof highest pt 319'-2" Perimeter wires may be omitted at perimeter clips Grade to top of Floor 290'-O" Please provide Bracing detail for 16/A9.30 _ Grade to Acoustical Varies from 300'-2"to 301'-4" Ceiling Special Note: See detail 16/A9.30 at Ext. Learning A207 • CONDITION 5:Sector B Level 2 • R Wood Framed Roof structure 18"Red IJoist 24"oc with 5/8"Roof Sheathing Structure above(Roof): Varies from 305' to 306'-6" Grade to Roof highest pt 319'-2" ACOUSTICAL CEILING Grade to top of floor 290'-0" Grade to Acoustical Varies from 298' to 302' NTHFLR' \ Ceiling Special Note: See detail I6/A9.30 at Ext. Learning B207 C CONDITION .Sector C Level 2 p p Wood Framed Roof Structure 14"&18"Red I-Joist 24"oc with 518"Roof Sheathing rc \ ACOUSTICAL CEILING Structure above(Roof): 307' o o Grade to Roof highest pt 319'-2" 0 2� FLR _a Grade to top of Floor 290' o F Grade to Acoustical 300' o _a¢ Ceiling ° Special Note: OO a 1\ACOUSTICAL CEILING o o CONDITIONS!Sector D Level 1 Wood Framed Roof Structure 18"Red IJoist 16"&24"oc with 518"Roof Sheathing F.F. Structure above(Roof): 303' ----- -- --- Grade to Roof highest pt 319'-2" Grade to Slab on Grade 286' FOR THE NTH FLOOR OR A ONE STORY BUILDING,GRADE TO Grade to Acoustical Varies from 295' to 296'-6" TOP OF FLOOR DOESNT EXIST. Ceiling Special Note: ADDITIONAL COMMENTS: Pop Rivets on Attached Side Seismic Perimeter Clips on unattached side Perimeter wires may be omitted at Pop Rivet side Perimeter wires may be omitted at perimeter clips Please provide Bracing detail for 16/A9.30 9/9/2019 U.S.Seismic Design Maps �e( • SEAS OSHPD Twality Middle School 14650 SW 97th Ave, Tigard, OR 97224, USA Latitude, Longitude: 45.4141637, -122.77413309999997 SW Inez St SW Inez St Twality Middle School Tuality Field SW Pembrook St SW Pinebrook St SW Pinebrook St SW Murdock St James Templeton Mallard Lakes Go gle Elementary School Map data®zo19 19 Date 9/9/2019,2:02:33 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil tion Value Description P SS 0.983 MCER ground motion.(for 0.2 second period) St 0.42 MCER ground motion.(for 1.0s period) SMS 1.074 Site-modified spectral acceleration value SMt 0.664 Site-modified spectral acceleration value Sos 0.716 Numeric seismic design value at 0.2 second SA SD1 0.443 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fe 1,115 Site amplification factor at 0.2 second Fv 1.58 Site amplification factor at 1.0 second PGA 0.422 MCEG peak ground acceleration FpGA 1.078 Site amplification factor at PGA PGAM 0.455 Site modified peak ground acceleration T� 16 Long-period transition period In seconds SsRT 0.963 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.074 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.062 Factored deterministic acceleration value.(0.2 second) S1RT 0,42 Probabilistic risk-targeted ground motion.(1.0 second) SI UH 0.483 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Sb D 0.651 Factored deterministic acceleration value.(1.0 second) PGAd 0.717 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 9/9/2019 U.S.Seismic Design Maps `c • Type Value Description • CR1 0.87i Mapped value of the risk coefficient at a period of 1 s https://seismicrnaps.org 2/3 U.S.Seismic Design Maps 91yl2.01..o � MCER Response Spectrum 1.5 1.0 m € 1 0.5 . . . • 0.0 5 10 15 Period, T(sec) -- Sa(g) Design Response Spectrum 0.8 0.6 0.4 I j 0,2 ! i 0.0 0 5 10 15 Period, T(see) Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAQC ip ,fjp°and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https:llseismicmaps.org 3/3 41110 NOTE: ��a PERIMETER WIRES ARE NOT \ tip .. O. REQUIRED FOR CEILINGS OF a I9• l 144 SQ. FT. OR LESS 1313=8 a r , wwQ2 n m �=m m 25 GA. X STUD WIDTH X 3° r �' oo �" c,O0n ccj( C [p LONG METAL TRACK EA. SIDE 4) ' ',23. 1' 4 N a°o° _, WITH (1) #8 SCREW EACH LEG OPEN WEl3 JO Ste'' �AMEs • z -HOLD TIGHT TO STRUCTURE o-. < EXPIRES 12-31-2020 a z< TYPICAL HANGER WIRE In r WITH 1/4" DIA. X 2" LAC A m SCREW WITH EYE to in ...1 / / Zcirdi ‘..., + • 1625I25--33 LIGHT GA_ I I I 1 .) r -1--i , , . , @ l\ STEEL STUD '� -m' z D o ��1\ l \ t2 GA_ DIAGONAL WIRES o AT 45 DEG. MAX_ TO PLANE 0 _o -C ' �/ OF CEILING AND PARAI I Fl D o K j. I TO COMPONENTS (4 TOTAL cn of m p WRAP WIRE AROUND I AT �ID DEG. TO EACH OTHER II > O u PERT. ELEMENT OF I I IN PLAN) 0 z m JOIST. HAND WRAP II �_ II WIRE WITH (3) 360° 0 n II REVOLUTIONS MIN. II II O = TYP. ALL DIAGONAL II C 8 WIRES OR USE (1)Y4"4' 45° MAX_ II I I -1 1— X 3" LAG SCREW W/ h -- - II n EYE INTO BOTTOM \\4 U 11 cn CHORDJ • • is R CROSS TEE \MAIN RUNNER m (2) 48 SCREWS -, E W SEISMIC BRACE DETAIL - CONDITIONS 1 $ 2 1I 2 € w r,z SEISMIC BRACE SPACING: 12'-0" X 12-0" MAX. 0 N 0 IC' If S, -GINi 4 mtsif .f. 15, l 40 F ph � JJAME.5 V4" ' EXPIRES 12-31-2020 .................... . . ............ ...................... .................. S NOTE: PERIMETER WIRES ARE NOT REQUIRED FOR CEILINGS OF 144 SQ. FT. OR LESS 1 GLU-LAM BEAM I Q C BY OTHERS II II STRUCTURE v 25 GA. X STUD WIDTH X 3" LONG i I 1`�I 1/4" DIA. X 3" LAG SCREW METAL TRACI< WITH (I) #8 WITH EYE SCREW EACH LEG -HOLD TIGHT TO STRUCTURE TYPICAL HANGER WIRE 1625125-33 LIGHT GA. STEEL STUD 12 GA. DIAGONAL WIRES --Ni--- / AT 45 DEG. MAX. TO PLANE OF '` CEILING AND PARALLEL TO O.\ ii 10 DEG. TO EACH OTHER COMPONENTS (4 TOTAL AT II II IN PLAN). FASTENER TO ATTACH i TO TOP CHORD II li 11 II II II 45° MAX. II it f/f II ` 11 � /1/ fl u - - \1I 2 #8 SCREWS ( ) MAIN RUNNER CROSS TEE SEISMIC BRACE DETAIL- - CONDITION 3 SEISMIC BRACE SPACING: 12'-0" X 12'-0" MAX. PROJECT: FEB 20, 2020 LEWIS ExVAN VLEET INC. CONSULTING ENGINEERS TWALITY MIDDLE SCHOOL "18163 18660 sw boones terry road TIGARD, OREGON tualattn, oregon 97062 (503)50 885.) 8605 208 prone CLIENT: CASCADE ACCOUSTICS D-2 tcEinnta clo.D PROTei NOP TERIMETER WIRES ARE NOT A 151.• 9 REQUIRED FOR CEILINGS OF ,� 144 SQ. FT. OR LESS fee w [ y o° 4 • 23, ti ti* DAMES v, (E) PLYWD. SHEATHING EXPIRES 12-31-2020 I 1/4" DIA. X 2" LAG SCREW f ROOF FRAMING WITH EYE I I I 1r 1 1\1 STRUCTURE 1 25 GA. X STUD WIDTH X 3" LONG ' I 1\ 1/4" DIA. X 2" LAG SCREW METAL TRACK WITH (I) #g WITH EYE SCREW EACH LEG -HOLD TIGHT TO STRUCTURE TYPICAL HANGER WIRE 162S125-33 LIGHT GA. STEEL STUD 12 GA. DIAGONAL WIRES / AT 45 DEG. MAX. TO PLANE OF ��''� CEILING AND PARALLEL TO COMPONENTS (4 TOTAL AT 10 DEG. TO EACH OTHER II ' ii ►y FLAN). FASTENER TO ATTACH TO TOP CHORD f1 II 11 Ii 11 45.AIL II �� 11f�i i1 �i it _J/ \(2) 4:08 SCREWS MAIN RUNNER CROSS TEE SEISMIC JRACE DETAIL - CONDITIONS 4, 5, 6, a 1 SEISMIC BRACE SPACING: 12'-O X 12'-0" MAX. PROJECT: FEB 20, 2020 LEWIS & VAN VLEET [NC. DATE ENGINEERS TWALITY MIDDLE SCHOOLJ�2$ 18660 aw boonea ferry road TIGARD, OREGON tualatln, oregon 97062 (503) 885.8605 phone D—3 (503)771 885.1206 fax CLIENT: CASCADE ACCOUSTICS ,.,,o i • ��Q, k) PROre, �QIN 00# • 4, 151 - lite A .1:, r •• 3, Z �-* N. DAMES V I EXPIRES 12-31-2020 / / \\ 7 / \ \ / 7 \\ / / / i \• / i 7 / \\ 7 / / 7 \\ / / / / 7 / / / -. 7 / 7 / 7 / // / OPEN WEB OR /i (2)- OTHERS BY \ / i EA.. 5OIST I57 7 / 250SFT125-30EQ0 W/UD#8 , (2)- #10 SCREWS S.M.S. EA. PAGE, EA. ST , , TOP AND BOTTOM 2505P5-30EQD 1 AT 4'-0" O.G. 1 250SPS-30EQD AT 4'-0" O.G. 64 } 7n (2)- #10 S.M.S. SUSPENDED CEILING -SEE D-I AND D-2 IllIW SUSPENDED CEILING -SEE D-1 AND D-2 7v- 1 ACT TRANSITION SUPPORT AT EXTENDED LEARNING AREAS TWAL-174 1/4" = I'-0" PROJECT: FEB 20, 2020 LEWIS & VAN VLEET INC. °" CONSULTING ENGINEERS TWALITY MIDDLE SCHOOL 18660 ew hooves ferry road TIGARD, OREGON tualatin, Oreggon 9706 503 BB5.8605 phone711 D-4 L503) 865.1206 fax CLIENT: CASCADE ACCOUSTICS • � W�G IPN A. 47 \� 0 c:r/ 15,09' l j '',--„„,,,,s,U i frViiiif& .!:/® l \ AMES EXPIRES 12-31-2020 8" MAX. PERIMETER 8' MAX. PERIMETER - -HANGER 10 HANGER I RE WIRE %' ¢f 2 CTSPC-2 "� "- SEISMIC CLSP y� i o -`/ WAI5-15 WALL it �� WAI5-15 WALLS TEE MOLDING �� ` �. TEE MOL•PING V1 ji �'';„, i Q V7. f i ATTACHED WALL UNATTACHED WALL Perimeter Wire .yy ±10° from vertical 4li� ` ,, Perimeter Wire Perimeter Wire ��. '' ±10°from vertical ±10° from vertical" 8" Max,— ��. %.t_.. 8" Max. 8" Max. CTSPC-2 \ •� , 3/4"from grid to inside of angle II _ -- - 1iLI=MI ' 1/0 .511.111'..j1 CTSPC-2 -✓ -- 15/16" Angle Screw optional I—15/16" Angle 15/16 Angle II Pop Rivet CTSPC-2 CTSPC-2 POP RIVET TIGHT WALL CLEARANCE WALL TIGHT WALL INSTALLATION INSTALLATION INSTALLATION (ATTACHED WALL) (UNATTACHED WALL) (ATTACHED WALL) NOTE: AT CONTRACTOR'S DISCRETION PERIMETER WIRES MAY BE OMITTED AT ATTACHED AND UNATTACHED WALL CONNECTIONS WHERE POP RIVETS OR PERIMETER CTSPC-2 ARE USED. LEWIS & VAN VLEET INC, PROJECT: FEB 20, 2020 CONSULTING ENGINEERS TWALITY MIDDLE SCHOOL 18660 ew boonea ferryrood TIGARD, OREGON tualotin, oregon 97062 (503) 885.8605z2 phone%71 CLIENT: CASCADE ACCOUSTICS D-5 fax 43 �QE�'''p PRO. 5 �0 t N ''', 1 ii ir ,:,,. .,, v ,,,.. 0 ev DAMES,r .As is,y• / -?_--- EXPIRES 12-31-2020 STRUCTURAL NOTES: 1. ACCOUST1CAL AND GYPSUM CEILINGS a. Main runners to be rated heavy—duty and have a minimum simple span rated uniform load capacity of 16,35 pounds per lineal foot. b. Space main runners at 4'-0" on center maximum. c. Support grid system vertically and laterally from adequate building structure using #12 SWG galvanized wire per attached drawing details (4'-0" on center maximum along main runners adjacent to cross tee intersections). Provide minimum of three turns of hanger wire at end loop connections, Install lateral bracing as indicated In drawings d. Use CTSPC-2 clips by CertainTeed to secure main runners and cross runners to walls and perimeter trim per drawing details. e. If cross runners supporting light fixtures are not the same carrying capacity as main runners, provide supplementary hanger wires within 3 inches of each corner of each fixture supported by cross tees. Light fixtures weighing not more than 10 pounds shall have one #12 gauge hanger wire connected from the fixture housing to the structure above. This wire may be slack and supplementary hanger wires are not required. Lighting fixtures weighing more than 10 pounds but less than 56 pounds shall have in addition to the requirements above, two #12 gauge hanger wires connected from the fixture housing to the structure above. These wires may be slack. Lighting fixtures weighing 56 pounds or more shall be supported directly from the structure above by approved hangers. Supplementary hangers are not required. Pendant—hung light fixtures shall be supported directly from the structure above using #9 gouge wire or an approved alternate support without using the ceiling suspension system for direct support. 2. Per ASTM E580 Section 1.6, ceilings with areas less than 1000 square feet are exempt from lateral force bracing requirements, and do not require splay wires or compression struts when the surrounding walls are braced to the structure. 3. Suspended ceilings with areas less than or equal to 144 sq. ft, that are surrounded by walls or soffits that are laterally braced to the structure above do not require perimeter wires. SEISBRACE PROJECT: FEB 20, 2020 LEWIS & VAN VLEET INC. TWALITY MIDDLE SCHOOL �� CONSULTING ENGINEERS 19128 18660 sw boonea ferry road TIGARD, OREGON tualatln, ore on 97062 �50 3 885.8605 2 pone1771 CLIENT: CASCADE ACCOUSTICS D-6 foxSICKT NO