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Specifications (5) S-1 SUSPENDED CEILING CALCULATIONS LEWIS & Lconsulting engineers 18660 s.w. boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885,1206 fax VAN VLEET incorporated PROJECT: ITem leton Elementary ry_Condition 1, Level 2, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 CS4-12-20 CS2-12-20 WA15-15 CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID-MAX. DROP = 6 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE 5-` 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 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 ARMSTRONG BERC-2 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 7-- LEWIS & L 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- 10 IN THE DESIGN OF THIS SYSTEM. SUSPENDED CEILING CALCULATIONS S LEWIS & L consulting engineers 18660 sw.boones ferry road tualatin,Oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING:CONDITION NO. 1, LEVEL 2, TYPE 1 SPECTRAL ACCELERATION Sos= 0.715 SITE CLASS= D IMPORTANCE FACTOR Ip= 1.25 COMPONENT AMPLIFICATION FACTOR ap= 1 COMPONENT AMPLIFICATION FACTOR Rp= 2.5 I I CEILING WEIGHT w= 4 PSF ATTACHMENT HEIGHT OF CEILING z= 32 FEET 1+2 *z/h = 3.000 AVERAGE ROOF HEIGHT h= 32 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*a *S *W *0.7 2 *z 1 + Rp/Ip h ._ Fp= 173 LBS. ASCE 7-10 ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp= 108 LBS. ASCE 7-10++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp = 577 LBS. ASCE 7-10++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN S SUSPENDED CEILING CALCULATIONS LEWIS & Lconsulting engineers 18660 sm.boones ferry road c.*"' tualatin,oregon 97062 '.- 503.885.8605 phone 503.885.1206 fax SPLAY WIRE AND CONNECTION TO STRUCTURE: CONDITION NO. 1, 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= 173 LB. TENSION IN WIRE: T =Fp DESIGN/COS 45 DEG. = 245 LB. OK 1/4"DIA.X 3"LAG SCREW W/EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0"to 6'-O"use 1 5/8"-20 GA. STUD WITH 1 1/4"FLANGES SSMA SECTION 162S125-33 SUSPENDED CEILING CALCULATIONS S-S LEWIS & consulting engineers 18660.s.w. boons ferry road L tualatinOregon 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 , IlilLpiill ..aa.... ....\11=;11i ...we...) ....) Zif CHECK.THIS SPAN MINIMUM#S SCREW aft. I i I /L 2 ft. SUSPENSION WIRE CONNECTION POINT Oft. 4 ft. FRAMING PLAN p DL = 4 PSF P =4 PSF x 4 FT x 1/2 x8FTx1/2x1/2 W = 16 LB 11111111111111111111111111111 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 SUSPENDED CEILING CALCULATIONS U-(n LEWIS & L consulting engineers 18660 s.w.boones ferry road tuafatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0.875°MIN. / / 0.875"MIN. DISREGARD STIFFENING LIPS 1 (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 (0.875IN)' - 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 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 IY- IYVLEG + IYHLEG = 0. 0.00254 IN4 ly Sy= = 0.0039 IN3 0.875 IN -0.226 IN MCAP =Syx0.6x33KSI =6.46 FT-LB > 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS SUSPENDED CEILING CALCULATIONS S-`i LEWIS & consulting engineers 18660 s.w.boones ferry road L tualatin,Oregon 97062 503 885 8605 phone 503.885.1206 fax VAN VLEET /� incorporated 1/ 1 ..:1 ANGLE FASTENING TO STUDS 24 LB MAXIMUM .• lir i 1 "V .. 24" 1,11,e. 111 t, jor Fp R 4d/re". fig SCREWS 6." TO STUDS R1-= Rv= 24 LB MAXIMUM TcAPACInY=226 LB/3.0= 75.3 LB VcAPACITY=520 LB/3.0= 173 LB 24 24 INTERACTION: + = 0.457 <1 OK 75.3 173 #8 SCREW TO EACH STUD OK Project Name: Light gauge Page 1 of 1 Model: Condition 1 Date:12/12/2018 Code: 2012 NASPEC(AISI S100-20121 Simpson Strong-Tie®CFS Designer"' 1.5.0.0 Reactions and Connections ! Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors RI 0.00 No Solutions - - R2 0.00 No Solutions - - Total Vertical Shear Carried by Connectors(Ib): 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio 6.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : 162S125-33 Single C Stud Fy=33.0 ksi Maxo= 114.0 Ft-Lb Moment of Intertia,I=0.07 in^4 Va=600.7 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 73.9 0.000 0.000 110 Distortional Buckling Check Span K-phi . Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 72.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-Phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(Ib) P/Pa Value Span 173.0(c) None None 164 0.0 72.0 316.1(c) 0.55 0.55 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com SUSPENDED CEILING CALCULATIONS LEWIS & Lconsutrng engineers 18660 sw.boones ferry road ualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Templeton Elementary-Condition 2, Level 1, Type 1 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS12-12-20 CS4-12-20 CS2-12-20 WA15-15 CTSPC-2 PERIMETER CLIP DISTANCE FROM CEILING ACOUSTICAL GRID -MAX. DROP= 4.6667 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-\L 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: 114" 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 ARMSTRONG BERC-2 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-10 SUSPENDED CEILING CALCULATIONS LEWIS & L consulting engineers 8660 s.w.boones ferry road ualatin,oregon 97062 03.885.8605 phone 503.885.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT FIXTURES, EGRESS LIGHTS, LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER,AIR SPEAKER,AIR TERMINALS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP MECHANICAL SERVICES, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE AND OTHER CEILING CEILING GRID SYSTEM SHALL BE POSITIVELY SUPPORTED EQUIPMENT: ATTACHED TO THE CEILING SYSTEM. ATTACHMENT 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- 10 IN THE DESIGN OF THIS SYSTEM. S-t\ SUSPENDED CEILING CALCULATIONS LEWIS & L consulting engineers 18660 sw.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated LATERAL LOADING: CONDITION NO. 2, LEVEL 1, TYPE 1 SPECTRAL ACCELERATION Sps= 0.715 SITE CLASS= D 1 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= 16 FEET 1+2 *z/h = 2.000 AVERAGE ROOF HEIGHT h = 32 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*S *W *0.7 2 *z 1 + Rp/Ip h Fp= 115 LBS. ASCE 7-10 ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp= 108 LBS. ASCE 7-10 ++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp = 577 LBS. ASCE 7-10++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN S-Al- . SUSPENDED CEILING CALCULATIONS LEWIS & 1L - 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.2, 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= 115 LB. TENSION IN WIRE: T= Fp DESIGN I COS 45 DEG. = 163 LB. OK 1/4"DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0"to 6'-O" use 1 5/8"-20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 162S125-33 SUSPENDED CEILING CALCULATIONS LEWIS & Lconsulting engineers 18660 tualatins.w.boonesOregon97062 ferry road ,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 i' -�. _I - J _.J. 1 \CHECK THIS SPAN MINIMUM#8 SCREW 2ft. I I f 2 ft. SUSPENSION WIRE CONNECTION POINT Oft. Oft. FRAMING PLAN P DL= 4 PSF P =4 PSF x 4 FT x 1/2 x 8 FT x 1/2 x 1/2 W = 16 LB 1111111111111111 1111111 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 SUSPENDED CEILING CALCULATIONS S ;'l LEWIS & Lconsuitina engineers 18660 s.w.boones ferry road tttalatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated ANGLE CAPACITY CALCULATION 0275"MIN. / f' f 0.0188" 0.275"MIN. DISREGARD STIFFENING UPS (0.875 IN)2 (0.0188 IN - )` 0.0188 IN + (0.875 IN -0.0188 IN) 2 _ _ y= 2 0.0188 IN x(2 x 0.875 IN -0.0188 IN) y= 0.2258 IN - (0.875 IN)3 ' 0.875 IN 2 IYVLEG =0.0188 IN X + 0.0188 IN x 0.875 IN x -0.226 IN 12r 2 = 0.0018 IN4- (0.0188 IN)3 1 0.0188 IN- 2 IYVLEG =(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 + IYVLEG— 0. 0.00254 IN4 Iy Sy= = 0.0039 IN3 0.875 IN-0.226 IN MCAP= x0.6 - > Sy x 33 KSI -6.46 FT-LB 5.33 FT-LB ACTUAL-OK ANGLE SPANS 24" BETWEEN STUDS S-kS SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers 11111 18660 s.w.boones ferry road - tualatin,oregon 97062 ' 503.885.8605 phone 503.885.1206 fax VAN VLEET ---/V------.7- incorporated ANGLE FASTENING TO STUDS •. • 24 LB MAXIMUM .1..f..4 1 •R _.."77.' 2411 rtr`�"' . Fp R _ _ #8 SCREWS ../kiel7. TO STUDS RT= Rv= 24 LB MAXIMUM TCAPACITY=226 LB/3.0= 75.3 LB VCAPACITY=520 LB/3.0= 173 LB 24 24 INTERACTION: t = 0.457 <1 OK 75.3 173 #8 SCREW TO EACH STUD OK s—io Project Name: Light gauge Page 1 of 1 Model Condition 2 Date:12/12/2018 Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 1.5.0.0 Reactions and Connections i Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# nom, I Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors RI 0.00 No Solutions - - R2 0.00 No Solutions - - Total Vertical Shear Carried by Connectors(Ib): 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 4.67 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A Bending and Shear(Stiffened): NA Web Stiffeners Required?: No t Section: 162S125-33 Single C Stud Fy=33.0 ksi Maxo= 114.0 Ft-Lb Moment of Intertia,I=0.07 inA4 Va=600.7 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 93.8 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 56.0 123.4 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 115.0(c) None None 127 0.0 56.0 445.2(c) 0.26 0.26 SIMPSON STRONG-11E COMPANY INC. www.strongtie.com S-1--\ SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers L 18660 s.w.boones ferry road tualatin, oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated PROJECT: Templeton Elementary-Condition 3, Level 1, Type 2 TYPE OF GRID: ACOUSTICAL CEILING CERTAINTEED 15/16"TEE SYSTEM CS 12-12-20 CS4-12-20 CS2-12-20 AXIOM CAS-004 DISTANCE FROM CEILING ACOUSTICAL GRID- MAX. DROP= 1.6667 FEET TO STRUCTURE: COMPRESSION STRUTS: SEE PAGE S-"2-1 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 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 ARMSTRONG BERC-2 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 --\%, LEWIS & L consulting engineers 18660 sw.boones ferry road tualatin,oregon 97062 503.885.8605 phone 503.885.1206 fax VAN VLEET incorporated CEILING MOUNTED LIGHT FIXTURES, EGRESS LIGHTS, LIGHTING FIXTURES, EGRESS LIGHTING, SPEAKER, AIR SPEAKER,AIR TERMINALS, TERMINALS, OR MECHANICAL SERVICES WEIGHING UP MECHANICAL SERVICES, TO 56 POUNDS AND DIRECTLY SUPPORTED BY THE AND OTHER CEILING CEILING GRID SYSTEM SHALL BE POSITIVELY SUPPORTED EQUIPMENT: ATTACHED TO THE CEILING SYSTEM. ATTACHMENT 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- 10 IN THE DESIGN OF THIS SYSTEM. SUSPENDED CEILING CALCULATIONS LEWIS & _1 Lconsulting engineers 18660 s.w.boones ferry road tualatin,oregon 97062 "n 503.885.8605 phone 503.885.1206 fax 44 VAN VLEET incorporated LATERAL LOADING:CONDITION NO. 3, LEVEL 1,TYPE 2 SPECTRAL ACCELERATION SDS= 0.715 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= 16 FEET 1+2 *z/h = 2.000 AVERAGE ROOF HEIGHT h = 32 FEET DESIGN FOR TOTAL LATERAL FORCE FOR A 12'X 12' GRID: TOTAL WEIGHT: Wr = w* 12' * 12' = 576 LBS. — w LATERAL LOAD: Fp= 0.4*ap*Sps*Wp*0.7 2 *z 1 + Rp/ 1p h r Fp = 115 LBS. ASCE 7-10 ++ (EQ. 13.3-1) MANDATORY LOWER BOUND: Fp = 108 LBS. ASCE 7-10++ (EQ. 13.3-3) OPTIONAL UPPER BOUND: Fp= 577 LBS. ASCE 7-10++ (EQ. 13.3-2) ++ NOTE: 0.7 FACTOR IS APPLIED TO THE FORCES FOR ALLOWABLE STRESS DESIGN S-2.0 SUSPENDED CEILING CALCULATIONS LEWIS & consulting engineers LI 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, LEVEL 1, TYPE 2 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 = 115 LB. TENSION IN WIRE: T= Fp DESIGN/COS 45 DEG. = 163 LB. OK 1/4" DIA. X 3" LAG SCREW W/EYE TO JOIST CHORD CHECK COMPRESSION STRUT: 1'-0"to 6'-0" use 1 5/8"-20 GA. STUD WITH 1 1/4" FLANGES SSMA SECTION 162S125-33 -z! Project Name: Light gauge Page 1 of 1 Model: Condition 3 Date:12/12/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Ties CFS Designer'M 1.5.0.0 Reactions and Connections iNumber of Connectors Required at each Reaction: 11 �Ii No.of No.of Simpson Req'd Req'd# — N 1 Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors R1 0.00 No Solutions - - R2 0.00 No Solutions - - Total Vertical Shear Carried by Connectors(Ib): 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 1.67 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): N/A Bending and Shear(Stiffened): NA Web Stiffeners Required?: No — 21 1 Section : 162S125-33 Single C Stud Fy=33.0 ksi Maxo= 114.0 Ft-Lb Moment of Intertia,I=0.07 in"4 Va=600.7 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 114.0 0.000 0.000 UO Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 20.0 123.4 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(Ib) P/Pa Value Span 115.0(c) None None 46 0.0 20.0 1506.0(c) 0.08 0.08. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 12/12/201,8 Design Maps Summary Report S-Z1... Design Maps Summary Report User-Specified Input Report Title TemoEmry Wed Decemberpletn 12le ,201$enta 17:01:14 UTC Building Code Reference Document AE: (whichSCutilizes7-10Standard USGS hazard data available in 2008) Site Coordinates 45.41275°N, 122.77471°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g, essential facilities) "c a '-"-g `!• c .r ... „...,41,, rte—° Az„...7 z „,•k4„ ax :—.:. :7 x c -d Xiii- ILr a-.. m x ,, • 4• .�.} ^- -t .awa's`f F...„-yam a "Sa .ls ^r.-z. 4, M a-�b ' a.en ea,^+, � `y fF may,. .r c ...1 - �''• as s^^ »`:?cr_rs e;: .c-, .. ..cis cam. � -2 s. .x rs^ � '71. e..p 9`m " L .., 4.t.:g. it' 4y-• . ma y y&.. -:_ ! '4 ......j' .'G�'�t r3: {' w - r.t, ' -�-m.,-- i ..,. ,.r .r°kyr'. 9 r it7 x "a �.R a sc rz.eel •-it's' ,i. i ";rs. -'•'� a^ ..3 ,,,i..... x r, .tzs.y..s. .y xu,,at ' est wa" •a� '- 'r�'.0 '� 3i s , -e. r'i bl_° «,} �. x11' 'w+ ams` g tr: '•� ice' s .a. Poi T �''..ik •,r•.. 't .r-^'.c"'t"3� }y n. i^a F- ... "� ,et.,a r .-'-'::1.,.,,i' "m gas's". �e y '.tea, {i. i r�' �� r �.m -i-r'5 si1;f:',: a-vrW..0-, -t�'' lye5 T E R'e. 3^"" 'G I f A 3 " '4 ,..,.,,,,...._-=,•-•}F 'y . n � ill:- s.4t 1 .' ' ,rr. : rub"°z. W� ',Y.- .,Tea` y • r ' S$41, . lk 4..,:... ..__iF� ia°,-.2„:„;?'�r „1.z.' ��'�k•a..-� +im��-�r t O� "��' -�-� 'hi. .�C.�-Z ?,fir 2 z c�".iS w�.�-+�� r k'" { • -x, ,3�« a1 rte:-se` i #tli , i Imo,:. �?-i s s .. N.^ e y*^x.. .---4,7-1-1,--_, �.,y� .. e"'S ,7 'FL'.i. h 'JLG.-..,.- i "L.R .5.43 4 Faye r„3. E 5 A:=74,7,',4:1 T -. •••.:.--4C0':.:4 ,1 ..�? s. € °ry a... �'rxc.. r s'u 'r'-r... i 3'� r. zs!r'sc•a .zrx sx.� �}. ,,�.r ?-�,r �i�. ms, `4s ." sr� r a *t...7"1,4'• �� ^.r w A" .*ws-ru.".�. spm a a -mt k,,mo ... �`�^'„u^ ,�' .tt '�'` y x vat .axe-x na �"r s s� ' �"�g'�-'' ro, „e,'Tz1"..4 4;I 's y g 's^2 a.4 a^r3.t:f. 2 s r- z "' te"1'.... ". ,r'r .� a"' Qeai� .;risme' aso .a. r'"`V;PZ r :x. s.tT- ^a'11 e.4:14*,:‘ w r. ' s` f ,.,sem. -.7—:' y*e"^" .. "ice a svq. -r ' R.: b c..`'', &' "'t ;keit- Y :. - e: °'."•s^+t ^-u,':" '?s'�G i ri^a��,. ',�- ..a rgp .. ..:.. rte... ._, ' USGS-Provided Output S5 = 0.962 g SMS = 1.073 g SDs = 0.715 g S1 = 0.420 g SM1 = 0.664 g SD1 = 0.443 g tion on For informahow the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to theapplication and select the"2009 NEHRP"building code reference document. 1 itwG tt se Sp>?ctrum044 Design Response Spectrum 0.72 v OW u h B_jy E TI0.44 0.23 ti 033 0,.12a,tee 0,17 0,0 0_I# vT�i aixf ¢;k3 ir, P !.:.pa till ? ISO #. 3 1.40 I5i.'s #sa'i 2.03000 11„):i +.�.k; two ?t.7$:! #d}} #.. i #RG t# its »€>r Palid.'1'(tt .Pried,T fsce? For PGA,,,,, 11, C55, and Cal values, please view the detailed report. Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. haps://prod02-earthquake.cr,usgs.gov/designmaps/us/summary.php?template=mini mal&latitude=45.412750000000074&longitude=-122,77470999989... 1/1 �N f` x:e S,�„U c TU ;lir. (cQ,F.D PROFFoINT tr 'Gin E. n r Q /'�{l5,99 O i g R' C- 25 GA. X STUD WIDTH X 3” / r R E d .t • `�Q N LONG METAL TRACK EA. SIDE �r � N r o - WITH 0) #S SCREW EACH LEG OPEN WEB 3oxs-r d � • ‘,``'� - . z -HOLD TIGHT TO STRUCTURE 4 M E s e n v G]< $P,1 z> I EXPIRES 12-31-2018 I m TYPICAL HANGER WIRE r WITH 1/4" DIA. X 3" LAG N-1 �_. - SCREW WITH EYE z v n —I —I ` 1625125-33 LIGHT CSA. 1� M a o �\1\, STEEL STUD c7 m r1\X13 ril 12 GA. DIAGONAL WIRES D O , – AT 45 DEG. MAX. TO PLANE O 111 OF CEILING AND PARALLEL y WRAP WIRE AROUND II ��/ It TO COMPONENTS (4 TOTAL p rrn,. VERT. ELEMENT OF I II INAT L0 DEG, TO EACH OTHER o Z rn JOIST. HAND WRAP 1 IN PLAN) > WIRE WITH (3) 3604 Il f II 8 rn REVOLUTIONS MIN. I' ; n c D TYP.,ALL DIAGONAL 11 �7 WIRES OR USE 0)Y4"� 45' MAX.I\l II , Il /f 0 -< X 3" LAG SCREW W/ \ II �\ II _ /� EYE INTO BOTTOM Nib II CHORD U \I *-------\ CROSS TEEMAIN RUNNER 1 (2) #8 SCREWS I 5373 E.1 SEISMIC BRACE 1�ETAIL - CONDITION #1, #2, #3 03 $$p PRo, .$ !� � �G I N ' S4-ii .�---"n I 0 `-31 15,099 r � ' I - n / AL _ , if,,,'...14'.;/,1419,55° 4, AA _--' v I �-. it i, 4A M E S v lI if I it [ EXPIRES 12-31-2018 1 8 MAX. P1 1'I Z 8" MAX PERIMETER fir;+ HANGER ' - HANGER 7 WIRE ^ '' WIRE ,.L ` �+��C1TSSl CP�2�g ".t. : _ ' ; ' SEISMIC CLIP EK.�r„,\,, 7' y 3 ,,..„--.--'7 �1 \ /!s 14415-15 WALL j !ell ::',.r.'':"-:,...; W4I5-I5 WALL ' ``fg t 41 TEE TEE \-- i MOLDING e t \! MOWING ,4,' / 1 ATTACHED WALL UNATTACHED WALL Perimeter Wire �� I ±10° from vertical _l,t _ /1 Perimeter Wire t `�- ±10°from vertical - I.,-- --__._.8" Max.---- , i. .'. 8" Max. CTSPC-2 \ `: /7 3/4"from grid to I ,' inside of angle i, '11 ( ) 1 411111E0M11: ji CTSPC-2 I--- 15/16" Angle Screw optional 15/16" Angle---- — CTSPC-2 CTSPC-2 TIGHT WALL. CLEARANCE WALL INSTALLATION INSTALLATION (ATTACHED WALL) (UNATTACHED WALL) PROJECT: 12/13/18 LEWIS & VAN VLEET INC. w, CONSULTING ENGINEERS TEMPLETON ELEMENTARY 18219 i.- 18660 sw boonea road TIGARD, OREGON ll ice L. tualatln, on 4706 '= (503) 88505 phone D-2—2 (503) 885.1206 fox CLIENT: CASCADE ACOUSTICS , ,,p PRO .CMG I N 401 15,09' I�s��J I i (*I, it, ,... ,11A 'ES v_ 1 EXPIRES 12-31-2018 STRUCTURAL NOTES: 1. ACCOUSTICAL 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 gauge 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 wails or soffits that are laterally braced to the structure above do not require perimeter wires. SEISBRACE LEWIS & VAN VLEET INC. PROJECT: 2/13/18 DATE s GDNSULTING ENGINEERS TEMPLETON ELEMENTARY 18219 � `tt. 18660 sw boones ferry road TIGARD OREGON "'°a"° -1!.-4.7.• tualatln, Oregon 97062 ' 503 885.8605 phone (503) 885.1206 fax CLIENT: CASCADE ACOUSTICS D-3 WET 03 FOR OFFICE USE ONLY—SITE ADDRESS: c7.,�0 O S) ill Gt-i e CS This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter T I G A RD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov Cif-1 d 11 o c� Tom C TO: ; DATE '� : 1, EAVED DEPT: BUILDING DIVISION DEC 18 2018 FROM: Mai CITY OF TIG.ARD COMPANY: T t'�t p t-e,��t` W�,11 man, T 4,.c , BUILDING DIVISION PHONE: '5O-5 °I'LL `-t I s Z By:#9 j RE: �5 a o s lnl nn vrd o c,k S+ , (gi g of t rS P, 9-4/1,9 �� D iif- az ein (Site Address) (Permit urn er TerVip,et0 t1 E 14 t'Yl f rota{y S G h o d I (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: ' i i a U °a V a t d a f i °h 3 e Y(' d s L h c1+f ra t W r e- 0 Oil' t' -fp r - Jeis itc, C{hL.(.ly :;o of 4Ve_ ACe flcr C illn� �unc1S FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑No Fee Description: Amount Due: PL/9-A/ 21f/EcJ $;-PT6 • Special Instructions: Reprint Permit(per PE): ❑ Yes o ❑ Done Applicant Notified: f?A' Date: /?./3�///' Initials: -- fill 141 (v. I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012