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Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING ' Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number:20-14729 BRIAN J. SIELAFF, P.E. OFFICE COPY STRUCTURAL ENGINEERING CALCULATIONS REVISION FOR APPROVED TWALITY MIDDLE SCHOOL TUALATIN, OREGON IMPERIAL-BROWN TGE PROJECT NUMBER: 20-14729 TGE FIRM NUMBER: 1078621-95 PROFFS 44, IN FcR s/0�9 797 3PE EGON 49 9/94/ J. SOP 05/19/2020 43 V p a-3 9 - 00, �- STAMP DESIGN CRITERIA: STRUCTURAL CODE: 2019 OSSC RISK CATEGORY: II SEISMIC PARAMETERS: Ss= 0.852 g Si = 0.392g SEISMIC DESIGN CATEGORY: D MINIMUM INDOOR LATERAL LOAD: 5.0 PSF WALL/CEILING DEAD LOAD: 5.0 PSF CEILING LIVE LOAD: 10.0 PSF OFFICE COPY 812 S.La Cassia Dr. •Boise, Idaho 83705 (208)345-8941 (208)345-8946 FAX Page 1 of 33 7 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING CALCULATIONS Location:TUALATIN,OR TAMARACK GROVE TGE Project Number: 20-14729 ENG NEER N G TABLE OF CONTENTS 1 PROJECT INFORMATION 3 1.1 TAMARACK GROVE ENGINEERING 3 1.2 PROJECT CLIENT INFORMATION 3 1.3 PROJECT SITE INFORMATION 3 2 SCOPE OF WORK 3 3 GENERAL STRUCTURAL NOTES 4 4 DESIGN CRITERIA 5 5 BOX i ANALYSIS(IB DRAWING NO. 18-IB-18398-01) 8 5.1 GRAVITY ANALYSIS 8 5.2 LATERAL ANALYSIS 10 6 APPENDIX A 18 6.1 ANCHORAGE PRINTOUT 18 7 APPENDIX B 23 7.1 TESTING REPORT 23 7.2 ICC REPORTS AND DESIGN AIDS 33 812 S.La Cassia Dr., Boise,Idaho 83705 (208)345-8941 (208)345-8946 FAX Page 2 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING IL Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number:20-14729 ENGINEERING a PROJECT INFORMATION 1.1 TAMARACK GROVE ENGINEERING Project Number: 20-14729 Date: 5/15/202o Contact: Pratik Pokharel Engineer of Record: Brian J. Sielaff, P.E., P. Eng. 1.2 PROJECT CLIENT INFORMATION Company: Imperial-Brown Client Project Number: i8-IB-18398 Contact: Karl Beaver Address: 2271 N.E.194th Portland,OR 9723o Phone: (7o4)216-2747 Email: KBeaver®imperial-brown.com Client Logo: isp Imperial ' BROWN 1.3 PROJECT SITE INFORMATION Name: Twality Middle School Address: 1465o SW 97th Ave Tualatin,OR 97224 Coordinates: (45.414°N,122.774°W) Building Code: 2019 Oregon Structural Specialty Code Reference ASCE 7-16 Chapter 15 for"Non-Building Structures Similar to Buildings". 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in manufactured by Imperial Brown Mfg. to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 S.La Cassia Dr. - Boise,Idaho 83705•(208)345-8941 - (208)345-8946 FAX Page 3 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING / 7 Location:TUALATIN, OR CALCULATIONS TAMARACK `1 GROVE TGE Project Number:20-14729 3 GENERAL STRUCTURAL NOTES 2. GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS,BUILDING DIMENSIONS,COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED,UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. E. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE FOR PRIOR TO ANY INSTALLATION,TYP. F. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4"WITH AN f'c OF 2,500 PSI,UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. SPECIAL INSPECTIONS&TESTING(QUALITY ASSURANCE PLAN): A. GENERAL: 2. INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. 2. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. 3. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. 4. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFI'S AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD,THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS,REVISIONS,RFI'S AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: a. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2019 OREGON STRUCTURAL SPECIALTY CODE(2029 OSSC),AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. 2. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 2704 OF THE 2019 OSSC. 3. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT,ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. 4. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS,CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD,THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 -(208)345-8946 FAX Page 4 of 33 1 STRUCTURAL ENGINEERING ' Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK - GROVE TGE Project Number:20-14729 4 DESIGN CRITERIA PANEL SPECIFICATION Manufacturer Imperial Brown, Inc. Panel Type & Report Number HDU Frame Urethane Panel (Test Report Number 186265-1) PANEL DEAD LOAD Steel Facing (ASTM-A-646) Weight 1.8 psf Insulation Weight 0.75 psf Rail Weight 0.45 psf Miscellaneous 2 psf Total Panel Dead Load, (DLpaneiI 5 psf LIVE LOAD Ceiling Panel Live Load, (LLpanei) 10 psf ASCE 7, Table 4-1 Indoor Lateral Live Load, (Linternai) 5 psf ASCE 7, Sec. 1.4.5 Concentrated Live Load 300 /bf ASCE 7, Table 4-1 SEISMIC LOAD Risk Category II ASCE 7, Table 1.5-1 Building Site Class D p Mapped SRA Short Period Parameter, (Ss) 0.852 g ASCE 7, Sec. 11.4.1 Mapped SRA 1 sec Period Parameter, (Si) 0.392 g ASCE 7, Sec. 11.4.1 Short Period Site Coeffecient, (Fa) 1.159 ASCE 7, Sec. 11.4.3 - Long Period Site Coeffecient, (Fv) 1.908 ASCE 7, Sec. 11.4.3 Long-period Transition Period(s), (IL) 16 s ASCE 7, Fig 22-12 to 16 0 U Design SRA Short Period Parameter, (Sos) 0.658 g sos = 2/3•Fa *Ss (Eq 11.4—3) Q Design SRA 1 sec Period Parameter, (SDI) 0.499 g sin = 2/3*F„*sl(Eq 11.4—4) v Seismic Design Category D ASCE 7, Sec. 11.6 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 5 of 33 "+r Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING CALCULATIONS Location:TUALATIN,OR TAMARACK GROVE TGE Project Number:20-14729 ENGINEER ING CTCHazards by Location Search Information Address: 14650 SW 97th Ave Tualatin.OR 97224 Vancouver zp 275 ft 'Id' WOland n Coordinates: 45.4141637.-122.7741331 Hillslloro° k o Elevation: 275 ft Beav o Gresham guy ab Mt. Timestamp: 2020-05-14T01:56.42.312Z Natior Hazard Type: Seismic _ Reference ASCE7-16 Go gle © Map data Z2020 Googk Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 0.852 MCER ground motion(period=0.2s) Si 0.392 MCER ground motion(penod=1.0s) SMS 0.988 Site-modified spectral acceleration value SM1 'nu8 Site-modified spectral acceleration value SOS 0.658 Numeric seismic design value at 0.2s SA SDI nul Numeric seismic design value at 1.0s SA " See Section 11.4.8 •Additional Information Name Value Description SDC ,nuN Seismic design category Fe 1.159 Site amplification factor at 0.2s Fv 'null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(02s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.388 MCEG peak ground acceleration Fpc,A 1.212 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 '(208)345-8946 FAX Page 6 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number:20-14729 Tt 16 Long-period transition penod(s) SsRT 0.852 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.962 Factored uniform hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) Si RT 0.392 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.453 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any stale or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Junsdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct.ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report 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.ATC does 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 report provided by this website.Users of the information from this website assume al lability 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 latitudetlongitude location in the report. 812 S.La Cassia Dr.• Boise,Idaho 83705• (208)345-8941 •(208)345-8946 FAX Page 7 of 33 STRUCTURAL ENGINEERING vi Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK'T'�GROVE TGE Project Number: 20-14729 E N GI 5 BOX 1 ANALYSIS(IB DRAWING NO.3.8-1B-i8398-oi) 5.1 GRAVITY ANALYSIS Manufacturer Imperial Brown, Inc. Testing Information Appendix B - IB Span Chart Note: HDU = Foam Frame, WFU= Wood Frame ROOF/ CEILING PANEL ANALYSIS ( ROOF/CEILING PANEL 11.08 ft Panel Thickness/Type 5" HDU Panel Span, (L) 11.08 ft Tributary Width of Ceiling Panel, (Tceiling) 3.92 ft Allowable Deflection L/240 Allowable Load, (LLaii) 33.8 psf Allowable Moment, (Mall) 2033.7 !bf*ft Mali = w*12/8 Where, w= LL all *Tcerirng PANEL SPAN CHART(IMPERIAL BROWN) Allowable Superimposed Load(psf) Span(ft) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 3.5"HDU L/240 54.5 43.8 35.7 29.4 24.4 20.3 16.9 14.1 11.8 9.9 8.2 6.8 5.6 4.6 3.7 2.9 2.2 1.6 1.1 0.7 0.3 0.0 0.0 L/180 73.9 59.6 48.8 40.4 33.7 28.2 23.8 20.0 16.9 14.4 12.1 10.2 8.7 7.3 6.1 5.1 4.2 3.4 2.7 2.1 1.6 1.1 0.7 4"HDU L/240 64.0 51.8 42.6 35.3 29.6 24.9 21.0 17.7 15.0 12.7 10.8 9.1 7.7 6.4 5.3 4.4 3.6 2.9 2.2 1.7 1.2 0.8 0.4 L/180 86.6 70.3 58.0 48.4 40.6 34.4 29.2 24.9 21.3 18.2 15.6 13.3 11.4 9.8 8.4 7.1 6.0 5.1 4.2 3.5 2.8 2.3 1.7 L/240 83.0 67.9 56.4 47.3 40.1 34.2 29.3 25.1 21.6 18.6 16.1 13.9 12.0 10.3 8.9 7.6 6.5 5.5 4.6 3.9 3.2 2.6 2.0 5"HDU L/180 112.1 91.8 76.5 64.5 54.8 46.9 40.3 34.9 30.2 26.2 22.8 19.9 17.3 15.1 13.2 11.5 10.0 8.7 7.5 6.5 5.6 4.7 4.0 3.5"WFU L/240 299.3 255.9 184.6 129.0 93.2 69.2 52.5 40.5 31.6 25.0 19.9 16.0 12.8 10.3 8.3 6.6 5.2 4.1 3.1 2.3 1.6 1.0 0.5 L/180 299.3 255.9 209.5 165.3 125.6 93.6 71.3 55.3 43.5 34.7 27.9 22.6 18.4 15.1 12.4 10.1 8.3 6.8 5.5 4.4 3.5 2.7 2.0 4"WFU L/240 298.6 255.3 222.8 170.8 123.6 92.0 69.9 54.1 42.4 33.7 26.9 21.7 17.6 14.2 11.6 9.4 7.5 6.0 4.7 3.7 2.7 2.0 1.3 L/180 298.6 255.3 222.8 190.8 154.2 124.2 94.8 73.6 58.1 46.4 37.5 30.5 25.0 20.5 17.0 14.0 11.6 9.6 7.9 6.4 5.2 4.1 3.2 5.5"WFU L/240 298.0 254.6 222.2 196.9 176.7 160.1 140.1 109.3 86.6 69.5 56.4 46.2 38.1 31.6 26.4 22.1 18.5 15.5 13.1 10.9 9.1 7.6 6.3 L/180 298.0 254.6 222.2 169.9 176.7 160.1 146.3 128.8 110.5 94.4 77.0 63.3 52.6 43.9 36.9 31.2 26.5 22.5 19.2 16.4 14.0 11.9 10.1 Ceiling Panel Live Load, (LLpanel) 10.0 psf Ceiling Panel Live Load, (PLL) 300.0 !bf Governing Live Load Maximum Moment, (Mmax) 831.0 Ibf*ft Mmax= PLL*L/4 Check PASS M all>M max 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 8 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK';''GROVE TGE Project Number: 20-14729 Manufacturer Imperial Brown, Inc. Testing Information Testing Report Number 186265-1 Note: HDU= Foam Frame, WFU = Wood Frame WALL PANEL ANALYSIS ILROOF/CEILING PANEL WALL PANEL Hw= 9 ft It Panel Thickness/Type 5" HDU Panel Height, (Hw) 9.00 ft Tributary Width of Ceiling on Wall, (Twali) 5.54 ft Ceiling Panel Dead Load, (DLpanei) 5.0 psf Roof Panel Live Load, (LLpanel or Ptt ) 300.0 lbf Applied Axial Force, (Pmax) 104.2 plf Pmax=(DLpanel*Twall)+(PLL/Tceiling) Indoor Lateral Live Load, (Linternal) 5 psf Ultimate Failure Load 15200 lbf See Appendix B Testing Report, Pg. 10 Panel Width Tested, (W) 4 ft See Appendix B Testing Report, Pg. 9 Factor of Safety, (FOS) 3 Failure Mechanism:Skin Wrinkling Allowable Axial Force, (P 1267plf p _ultimate Failure Load all/ al! = W*FOS Allowable Transverse Force, (Lail) 64.5 psf Interpolated From Table Above Check PASS pmax+ Linternal < 1 pall Lair 812 S.La Cassia Dr.• Boise,Idaho 83705.(208)345-8941 •(208)345-8946 FAX Page 9 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS *1" -1'` Location:TUALATIN,OR TAMARACK` GROVE TGE Project Number:20-14729 5.2 LATERAL ANALYSIS c [UIIIIIUUIIIIItL_--- -._ ..... _.._, i- ..__ �.. t 2 2 1 SW=SHEAR WALL 1it 0 ID 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 -(208)345-8946 FAX Page 10 of 33 T STRUCTURAL ENGINEERING ProjectoctiName:L TIN, MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK,"GROVE TGE Project Number:20-14729 SEISMIC LOAD GENERATION PER ASCE 7-16 SEISMIC DESIGN REQUIREMENTS FOR NONBUILDING STRUCTURES (CHAPTER 15) DESIGN DATA: Width 11.92 ft Length 42.08 ft Ceiling Panel Thickness 5 in Wall Panel Thickness 5 in Mean Ceiling Height, (H) 9.42 ft Mean Wall Height, (HW) 9.00 ft EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2): Roof Area 450.6 ft 2 Length of Wall 117.75 ft Total Dead Load of Panel 4902.2 lbf Total Weight of Coil 0 lbf Total Weight of Steel 0 lbf Effective Seismic Weight, (W) 4902.2 Ibf Section 12.7.2 SEISMIC DESIGN REQUIREMENTS (SECTION 15.4): BUILDING FRAME SYSTEMS-Light-frame walls with shear panels of all Seismic Force-resisting System other materials per Table 12.2-1 Response Modification Coefficient, (R) 2.5 Table 12.2-1 Overstrength Factor, (nip*) 2 * Q.0 reduced by subtracting 0.5 for Deflection Amplification Factor, (Cd) 2.5 flexible diaphragms Importance Factor, (le) 1.00 Table 1.5-2 STRUCTURAL ANALYSIS PROCEDURE SELECTION (SECTION 15.1.3): Analysis Procedure Used Equivalent Lateral Force Procedure per Section 12.8 Approximate Period Parameters, (Ct, x) 0.02, 0.75 Table 12.8-2 Approximate Fundamental Period, (Ta) 0.108 s Section 12.8.2 Long-period Transition Period(s), (TL) 16 s Figure 22-12 thru 16 Seismic Response Coefficient, (Cs) 0.263 Section 12.8.1.1 Cs max 2.782 Eq 12.8-3 & 12.8-4 Cs min 0.029 Eq 12.8-5 & 12.8-6 Design Seismic Response Coefficient, (Cs) 0.263 Seismic Base Shear, (V) 1290.9 lbf Section 12.8.1 812 S. La Cassia Dr. Boise,Idaho 83705 (208)345-8941 •(208)345-8946 FAX Page 11 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK (TROVE TGE Project Number:20-14729 E N G I N E E R ' N G GOVERNING LATERAL FORCE EVALUATION: Width:=11.92 ft Unit Width Length:=42.08 ft Unit Length H:=9.42 ft Mean Ceiling Height Hw:=9.00 ft Mean Wall Height Lritemai:=5 psf Minimum Indoor Lateral Load(ASCE 7, Sec. 1.4.5) SHEAR WALL SYSTEMS: V:=1290.9 lbf Seismic Base Shear Fx asd:=0.7•V=903.63 lbf ASD Lateral Seismic Design Force FX_asd Wdestgn_t:= Length =21.47 plf Design Load in 1-1 Fx asd =75.81 1 Design Load in 2-2 w design_2:= Width pf g SHEAR WALL CALCULATIONS: l Width=11.92Length of Wall Line1 T 17.58 ft =8.79 a TributaryWidth 1'— ft $t width_1:= 2 ft ft — wdesign_1•Twidth_1 =15.84 plf In-Plane Force on Wall 1 L1 L •-2.56 Length of Wall Line 2 T 21.81 ft =10.91TributaryWidth : — R gt width_2 2ft f :— wdesign_1•Twidth_2 =91.47 f In-Plane Force on Wall 2 z — plf L2 L3:=9.75 ft Length of Wall Line 3 TW;dth 24.93ft s:= 2 =12.47 ft Tributary Width f3:= Wdesign_1•Twidth_3 =2745 pit In-Plane Force on Wall 3 L3 L 9.75 ft Length of Wall Line 4 T 20.69 ft =10.35 ft Tributary Width a:= widtn a:= 2 f4:= wdesign_1°Twidth_4 =22 78 plf In-Plane Force on Wall4 L4 Hw R: =3.52 Worst Case Shape Factor Ratio min(Li,L2,L3,L4) F,„-,,o,„_1:=119 plf Allowable In-Plane Shear(Testing Report-App B.) 812 S.La Cassia Dr. • Boise, Idaho 83705.(208)345-8941 •(208)345-8946 FAX Page 12 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL _� ► Location: TUALATIN, OR CALCULATIONS TAMARACK` ` GROVE TGE Project Number: 20-14729 L 17.58 Length of Wall Line A T . 2.56 t=1.28 Tributary Width ,►�= f� � W�dtn a'= 2 R rY wdesign_2'Twidth.-A fA:= =5.5 plf In-Plane Force on Wall Line A LA 24.93 Length of Wall Line B T . Width =5.96TributaryWidth LB°= ft g wwtn B�= 2 ft fB:= Wdesign2'Twidth_B =18.1 plf In-Plane Force on Wall Line B 36.07 Length of Wall Line C T 9.75 ft =4.88TributaryWidth Lc�= ft g width c°= 2 ft fc:_ wdesign_2'TWidth_c =10.2 plf In-Plane Force on Wall Line C 4 H R:= W =1.69 Worst Case Shape Factor Ratio min(LA.LB,Lc.5.31 ft) Fall_inplane 2:=244 Pif Allowable In-Plane Shear(Testing Report-App B.) CHECK Faq inplane_i>max(f1,f2,f3,f4)=1 Fatt_inpiane_2>max(fA,fB,fc)=1 SUMMARY: THEREFORE.SHEAR WALLS ARE ADEQUATE FOR LATERAL RESISTANCE, 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 13 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number:20-14729 ENGINEERING DIAPHRAM CHECK: Length:=21.81 ft Width:=11.92 ft Ri:= Length =1.83 Aspect Ratio (1-1) Width Allowable Diaphragm Capacity Fall_1•—226 plf (Per LARR/Testing Report) Width R2:= ----- -- =0.55 Aspect Ratio(2-2) Length Allowable Diaphragm Capacity Fag 2:=411 plf (Per LARR/Testing Report) CHECK: Faq_1>wdesign_1=1 Fall_2 J wdesign 2=1 CAM-LOCK: V:= Fx asd =451.82 lbf Max Shear on Diaphram 2 N :=2 Minimum Number of Camlocks Connecting panels V —N •600 lbf=1200 lbf Allowable In-Plane Shear on Camlock aq_inplane'— cam' (Per LARR/Testing Report) CHECK: Vall inplane>V=1 CHORD FORCE: Wdesign_l•Length2 Wdesign-2 Width2 Fchord:=max 8 8 =107.12 lbf Max Chord Force Width Length CAM-LOCK: Allowable Tension on Camlock Tshear _660 lbf (Per LARR/Testing Report) CHECK: Tshear>Fchord=l 812 S.La Cassia Dr. • Boise, Idaho 83705 •(208)345-8941 •(208)345-8946 FAX Page 14 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN, OR TAMARACK GROVE TGE Project Number:20-14729 ENGINEERING CEILING PANEL TO WALL PANEL CONNECTION ( DETAIL 3/4) HW=9 ft Wall Height LOADS: Ptrans:=Linternal• 2 =22.5 Of Transverse Shear on Connection finpLne:=max(ft,f2,f4,fA,f8,fc)=91.5 p!f In-Plane Shear on Connection fmax:=max(Ptrans•fmplane)=91.47 plf Governing Shear on Connection CAM-LOCK: Sim:=24 in Spacing of Cam-lock FOS:=3 Factor of Safety 1625 lbf = Allowable Shear on Camlock Vall_cam• FOSS 270.83 plf (Per LARR/Testing Report) cam CHFCK fmax<Va11 cam=1 SUMMARY: USE SPECIFIED CONNECTION PER PLANS. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 15 of 33 . Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING i Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number: 20-14729 r e. CEILING PANEL TO PARTITION WALL PANEL CONNECTION (DETAIL 4/4) Hw=9 ft Design Height LOADS: DL:=5 psi PIA:=300 lbf LL:=10 psi Twaii:=3.92 ft Tceillng'=3.92 ft pg,a h:=OL•Twall+max(LL•Twall. PIL =96.13 plf Gravity Load on Connection ll Tceiling) H Ptrans'=Linternai• Z =22.5 plf Transverse Shear on Connection fi„one:=f2=91.5 pli In-Plane Shear on Connection fmax:=max`ptrans•finplane)=91.47 p1f Governing Shear on Connection CAM-LOCK: Som:=24 in Spacing of Cam-lock FOS:=3 Factor of Safety 1625 Ibf = Allowable Shear on Camlock Vali_tam'= FOSS 270 83 plf (Per LARR/Testing Report) tam CHECK NI pgraNty2 +fmax2 <Va0_cam=1 SUMMARY: USE SPECIFIED CONNECTION PER PLANS. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 16 of 33 . Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN, OR CALCULATIONS TAMARACK GROVE TGE Project Number: 20-14729 ENGIN WALL PANEL TO CONCRETE CONNECTION (DETAIL 1/5) Hw=9 ft Wall Height LOADS: Hy, 2 =22.5 plf Transverse Shear on Connection fi„aa1e:=max(ft,f2,f3,f4,fA,fB,fc)=91.5 pif In-Plane Shear on Connection fmax:=max(pirans rfinplane)=91.47 plf Governing Shear Force on Connection #8 TEK SCREWS: S :=6 in Spacing of Screw Vali screw:= 48 ibf=96 plf Allowable Shear Load(SSMA) 5screw T 29 lbf=58 1 Allowable Tension Load SSMA ail screw:= pf ( ) -,screw 3/8" SIMPSON ANCHOR: 5a„chor 36 in Spacing of Anchor 00 =2.0 Overstrength Factor �0•finpiane•5anchor van ptrans•5anchore 0.7 — =784.07 ibf Ultimate Governing Shear on Anchor Va anclta=950 lbf Allowable Shear on Anchor(Anchor Report) CHECK Vail_screw>finpiane=1 Tali_saew>Ptrans=1 VaII_anchor>vanchor=1 SUMMARY: USE SPECIFIED CONNECTION PER PLANS. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 17 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK r GROVE TGE Project Number:20-14729 ENG N E E R t N G 6 APPENDIXA 6.1 ANCHORAGE PRINTOUT • SIMPSON Anchor Designer TN Company: TGE Date 5/14/2020 Software Engineer. Page 1.5 Strong-Tie Protect: Twality Middle School Version 2.8.7094.0 Address. Tualatin,OR Phone: E-mail. j,prolect intonhatio0 Customer company: Protect deepiptlon:3/8" TITEN HD-MAX LOADING SHEAR Customer contact name: Location: Customer a-mall: Fastening description: Comment: 2.bout Data[L Anchor Parameters General Base Material Design method:ACO 318-14 Concrete Normal-weight Units Imperial units Concrete thickness.h(Inch):4.00 Stale:Cracked Anchor Information: Compressive strength.Tv.(psi):2500 Anchor type:Concrete screw IP,v:1.0 Material:Carbon Steel Reinforcement condition B tension,B shear Diameter(inch).0.375 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided el corners.No Effective Embedment depth.h. (inch):1.770 Ignore concrete breakout in tension:No Code report ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad:No h",:,(inch):4.00 c..(inch):2.69 Base Plate C...(inch):1.75 Lengths Width x Thickness(inch):1,50 x 36.00 a 0,05 (inch):3.00 Recommended Anchor Anchor Name..Teen HOC-318-0 Titen HD,hnom.2.5(64mm) Code Report:ICC-ES ESR-2713 ti1111111111 Input data and results must be checked for agreement with the erstirg urc..mstances,the standards and guidelines must be checked for plausibility Sunoso 5:rang•Tie Company Inc 5956 W Las Posiles Boulevard Pleasanton,CA 94588 Phone 925,560.9000 Fax:925,647.3871 www.slrungbe corn 812 S.La Cassia Dr. -Boise,Idaho 83705-(208)345-8941 •(208)345-8946 FAX Page 18 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK'. GROVE TGE Project Number: 20-14729 • SIMPSON Anchor Designer TM Company: TGE Date 5/14/2020 Software Engineer. Page: 2/5 Strong-Tie Project: Twality Middle School Version 2.8.7094.0 Address. Tualatin,OR Phone: E-mail, Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(b)is satisfied Ductility section for shear:17.2.3.5.3(b)is satisfied Qo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N� [Ib):0 V.[lb):0 V.[lb):950 M-[ft-lb):0 Mw[ft-lb):0 <Figure 1> O lb • • • 3950 lb • 0 ft-lb °! 0 ft-lb Input data and results must be checked for agreement with the existing drcumstartces.the standards and guidelines must be checked for ptausibilrty r,: 5956 W.Las Pos,tas Boulevard Pleasanton.CA 94588 Phone:925580.9000 Far 925.847.3871 www.strorgtw.coin 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 (208)345-8946 FAX Page 19 of 33 • Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK` f GROVE TGE Project Number: 20-14729 ENGINEERING SIMPSON Anchor Designer TM Company: TGE Date: 5/14/2020 Engineer. Page: 3/5 stTOIIoie Software Project. Twality Middle School Version 2.8.7094.0 Address Tualatin,OR Phone: E-mail: <Figure 2> yr i input data and reads must be Checked for agreement with the eaeting circumstances,the standards and guideknes must be checked for plausibility 11 * i ,-i;I, 5956 W Las Posilas Boulevard Pleasanton,CA 94588 Phone 925 560 9000 Fax 925.847.3871 www.strongae corn 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 20 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK '' GROVE TGE Project Number: 20-14729 ENGIN i. G SIMPSON Anchor Designer TM Company: TGE Date: 5/14/2020 Software gT Engineer: Page: 4/5 Stronie Project Twality Middle School Vcrslon 2 8 701)4 0 Address: Tualatin,OR Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load. Shear load x. Shear load y, Shear load combined. N.,(Pb) V...(Pb) V..,(Ib) :(V-.J'+(V.>,),(Pb) 1 0.0 0.0 950.0 950.0 Sum 0.0 0.0 950.0 950.0 Maximum concrete compression strain(%.):0.00 Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis.Vie.(inch):0.00 Eccentricity of resultant tension forces in y-axis.e'a,(inch):0.00 Eccentricity of resultant shear forces in x-axis.e'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,rev,(inch):0.00 3.Steel Strength of Anchor In Shear(Sec.17.5.1) V.(lb) *ma I Iuo,dV..(Ib) 2855 1-0 0.60 1713 9.Concrete Breakout Strength of Anchor in Shear(Sec.17,5,2) Shear parallel to edge In y-direction: Vs.=mm171l�i d,J02J dui.vf,cn'5:9.ie�f',e.r'�(Eq.17.52.2a&Eq.17.52.2b) (In) d.(in) i.. fr(psi) c.,00) Vs.(Ib) 1.77 0.375 1.00 2500 4.00 2339 (2)(Avc/Aws)'P'e..vY's vY%vVs.(Sec.17.3.1.17.52.1(c)&Eq.17.5.2.1a) Av..(ir1') Avm(in2) Y'w.v Y',;v 'Ph v Vs.(Ib) I IVmr(lb) 48.00 72.00 1.000 1.000 1.225 2339 0.70 2673 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 IVkd=Ikrs,Nw=Ikks(Aar/Ante)fed At Wog Yep NM,( c. 17.3.1&Eq.17.5.3.1a) kcr, Aa:(in2) Anew(in2) Y',ya Y�:a f'4,n Ne(Ib) I IVx,(lb) 1.0 28.20 28.20 1.000 1.000 1.000 2002 0.70 1401 11.Results 11.Interaction of Tensile and Shear Forces fSec.D.71? Shear Factored Load.V.(Ib) Design Strength,eV,(lb) Ratio Status Input dela and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility. S,mgsor S:rng-TIP Compare}1.1: 5956 W Las Positas Boulevard Pleasanton,CA 94546 Phone.925.560.9000 Fax:925.847.3871 www.strongbe corn 812 S.La Cassia Dr. • Boise, Idaho 83705• (208)345-8941 •(208)345-8946 FAX Page 21 of 33 ENGINEERING Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL CALCULATIONSENGI Location:TUALATIN, OR TAMARACK'': GROVE TGE Project Number:20-14729 SIMPSON Anchor DesignerTH Company: TGE Date' 5114'2020 Engineer. Page. 5/5 Strong-Tie Software Project: Twality Middle School Version 2.8.7094.0 Address Tualatin,OR e Phone: E-mail: Steel 950 1713 0 55 Pass ii Concrete breakout x+ 953 2673 0 36 Pass Pryout 950 1401 0.68 Pass(Governs) 3f8"0 Titen HD.hnom:2.5••(64mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verity. -Per designer input,ductility requirements for shear have been determined to be satisfied-designer to verify -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. input data and results must be checked for agreement with the orating dreumstances•the standards and guidelines must be checked to plausibility. Smsn-,S:rcxiy-Tie Company I. 5956 W Las Posilas Boulevard Pleasanton.CA 94588 Phone'.925.560.9000 Fax:925.847.3871 www-strongte corn 812 S.La Cassia Dr. • Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 22 of 33 01 cn -1 p 0 O N x a U 01 v) m at a 0 c c4 O 1- O w -.1• Z y I- _-1 E 7 d Q Z SC la d SPAN CHART (Allowable Superimposed Load [psi) U. a Z c 'a IlI9 :y : m • o n`* o • R W v 6 7 I 9 9 10 11 12 13 14 16 16 17�18 19 2 21 22 21 24 28 26'27 26 29 w 31 32 Mu.A4wa4a)(an) 0.30 0.36 040 0.45' 050 055 060 0,65 0.70 075 0.80 085 0.90 0.95 100 105 1,10 1.15 1.20 t 25 f 30 1.35 1.40 146 1.60 155 160 us a wo hies.n(w1w)(.n) OAO 0.47 0.53 0.80 0.67 073 0.80 087 093 100 1.07'1 TOM) 1.27 1.33 1.40 147 L53 /80 1.87 173 180 i87 t83 2.00 207 213 "1 i MAIM 91aro^ 3.6' U246 Mac Use Lad(pal) 545 43.8 35.7 294 24.4 203 189 14.1 119 99 c N HDU L160 Max Uwlod er) 739 59.5 48.8 40.4 33.7 282 238 20.0 169 ARIIIMIMMIIIIIIIIIIIIIIIIIIIIIIII 102 [tJ 4.. 11240 Max Lhe1od(pM,640 518 428 353 29.8 24.9 210 17.7 16.0 127 10.8 HDU U140 Mac Liu Load(pefl 86-6 70.3 58 0 48.4 408 34.4 20 2 24.9 21.3 18.2 15.6 13.3 11♦ co to LO Ct r U240 Ma"Uri Lad Ipsfj, 830 87.9 564 47.3 40.1 342 29.3 25.1 215 180 181 119 12.0 10.3 a HDU 11110 Mo.LMLod(p11n 112,1 91.8_765 645 54.8 48.9 40.3 34.9 302 282 228 199 17.3 15.7 13.2 11.5 10.0 In 3.8' Max.LW*load(pet) 299.3 2569 184.5 129 0 932 N 2 52.5 40 6 31.6 25 0 19.9 18.0 12.8 10.3 12.4 N 1.„ w 49FU ILMM Nast.LanaLanaLod O>d) 299 3 2559 20135 166 3 125.6 936 71.3 55.3 43.5 34 7 27.9 226 18.4 15.1 10.1 Y w us V z . . . 42.4 - pFU LM90 Max Use LodO1R, 298 8 255.3 222.E 190.8 154.2 124.2 94.8 73 8 581 48.4 37.5 30 5 25.0 20.5 11.0 14.E 116 (: .oQQ:6+ .0 • 9"5' L1240 8Mx"Uw Lad07pf) 2980 2546 2222 1969 176.7 1S0.1 140.1 100.3 866 696 564 482 381 316 264 22.1 18.5 15.5 13.1 109 C • 0 19FU LH80 Max"Lin Load(*) 298 0 2546 222 2 196 9 176 7 1601 t48.1 1288 110.5 94.4 77.0 83.3 52 8.43 9 36 9 31.2 26.6 22.5 19.2 16.4 14,0 11 9 10.1 _ 17 Use Lod Allowed(Zero Agaves) N 10 F. By Bearing Limitations co CI II INC PANLL Dead Loads:IAccountd Fog In ChM) 1 1 1 35"HUU 36 psi 3.5"WFU.4 psi 0 .1"HUU 3.7 psl 4"MU 4.65 pot to �'{- 1 5"H0U 4pe1 5.5'WFU 5.3 psI u1 N cc SPAN 1 vi Z `S.yea 44a dt""a4-0 , *y. 49' H kt[44 .. f N WA. :ANTI., 7YP{� *MR® ,}4 r .. t �a7` 'I' W C i ,�.,. to - , m _z CO [�I 1 /' T (�\I VFW A/ `MUM I . . A f . """ pap 9Lf.r� T O l _1.. V /� I V V 1V L � nr 1 j7 4a Ha11482 . 0 *O. CIVt� ,r/ zr _ � 6!/ CO O _. A79ii53160...' *Ft*. U X CC I lout',1xi27-2004 \ O �Xibr DIPPED oea9 za4 00� ' a/ec I- a 0 0 0 0 Z Z M W F ° W 1n Q. 1- Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK 'T GROVE TGE Project Number:20-14729 United States Testing Company, Inc. (1111 5555 Telegraph Road Los Angeles,CA 90040 Tel: 213-723.7161 Fax: 213-722-8251 REPORT OF TEST IMPERIAL MANUFACTURING COMPANY 2271 NE 194th Avenue Portland, OR 97230 4-INCH HIGH-DENSITY URETHANE FRAME, URETHANE CORE REFRIGERATION PANELS July 30, 1993 • TEST REPORT NO. 186 265-1 SIGNED FOR THE COMPANY avid Pereg Michael Heaton, P.E. Project Engineer Manager, Engr. Dept. Page 1 of 28 ma Mgmba+d thR SGS Group(Socibt4 G6n4raie oe Surveillance) HID REPORT APPLIES ONLY TO THE STANDARW OR PIOCIDUI S IDENTIFIED AND TO TNT LAN►LAPSE -THl TEST RESULT(All MOT NICESIAUILT INDICATIVE OR RIPNISINTATTVI OF THE OUALITIES OF THE LOT PROM WHICH TEE SAMPLE WAS TARES OR OP APPARENTLY IDIRIICAL OD SIMILAR PRODUCTS.NOTHING CONTAINED IN THIS IMPORT SHALL awl THAT UMIT/a STATE/TESTIER COMPANY. INC.. CONOUCTS ANT DUALITY CONTROL PROSRAM PON?NE CUINI TO*NON THIS TEST NE. PORT IS ISSUED. UNLESS LPCCIFICALLT SPECIFIED OUR REPORTS AND LETTERS ART PON TNT INCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE AOORISSIO. NO THEY AND THE NAME OF THE UNITED STATES TESTING CON►MY. INC.OR ITS StALJ Of INSIGNIA.ARE NOT TO la USED UNOIR ANT CIRCUMSTANCES IN AIVER. !SING TO THE GENERAL PUSUC AND NIY MOT St USWO IN ANNER WITHOUT OUR PIMA WRITTEN APPROVAL. SAMPLES NOV DISTSOTED IN TESTING at RETAINED A*ARIIIUN OF THIRTY OATS. 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 24 of 33 arithk Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING OR CALCULATIONS TGE Project c Number:TIN, 20 TAMARACK GROVE TGE Number: 20.14729 ENGINEERING United States Testing Company, Inc. 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST Procedure: Two sample 4-foot by 14-foot panels were fastened and assembled together vertically to form a shear wall. An increasing load was applied parallel to the face plane at the top left hand side corner of the panel assembly with a hydraulic ram. The magnitude of the applied load was measured with a calibrated pressure gauge connected in-line with the ram. The horizontal displacements of the top and bottom right-hand- side corners of the panel assembly, and the vertical displacement of the panel on the left side, were recorded for each load increment until the horizontal displacement of the top right- hand-aide corner reached 3.00 inches. Loading was continued, without taking deflection measurements, until the maximum sustained load of the panel assembly was reached. The shifting of one panel relative to the other along their common joint was noted at each load increment. Load increments of 100 pounds were used for testing the first panel assembly and 200-pound load increments were used for testing the second and third panel assemblies. The total deflection was calculated as the horizontal displacement at the top right corner less the sum of the horizontal and vertical displacements at the bottom right and • bottom left corners, respectively. Appr'd by_4 Page 4 812 S. La Cassia Dr.• Boise,Idaho 83705•(208)345.8941 •(208)345-8946 FAX Page 25 of 33 STRUCTURAL ENGINEERING Project Name:TUALATI TWAN,LITYOR MIDDLE SCHOOL CALCULATIONS 11116 TAMARACK (3 Locati on:TGE Project Number:20-14729 ENGINEERING United States Testing Company, Inc. 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST (CONT. ) Results: Horizontal Deflection (in. ) Load Load (Cont.) Panel #1 (lbs) Panel #1 (lbs) (Cont. ) 0 0.000 100 0.000 1,700 0.786 200 0.019 1,800 0.823 300 0.064 1,900 0.879 400 0.110 2,000 0.934 0 0.043 0 0.348 500 0.135 2,100 1.026 600 0. 171 2,200 1.065 700 0. 195 2,300 1.112 800 0.235 2,400 1. 177 0 0.084 0 0.507 900 0.295 2,500 1.291 1,000 0.383 2,600 1.313 1,100 0.462 2,700 1.378 1,200 0.556 2,800 1.476 0 0. 149 0 0.680 1,300 0.596 2,900 1.662 1,400 0.642 3,000 1.725 1,500 0.685 3,100 1.818 1,600 0.740 3,200 1.902 • 0 0.249 0 0.943 3,300 2. 109 3,400 2.198 Appr'd by / ✓ Page 6 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 26 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK GROVE TGE Project Number: 20-14729 ENG NEE - + G United States Testing Company, Inc. 186265-1 7/30/93 1. RACKING SHEAR STRENGTH TEST (CONT. ) Results (Cont.) : Horizontal Deflection (in.) Load (lb.) Panel #2 Panel #3 0 0.000 0.000 200 0.000 0.000 400 0.011 0.134 600 0.045 0.234 800 0.074 0.303 1,000 0.140 0.414 0 0.048 0.377 1,200 0.236 0.528 1,400 0.338 0.673 1,600 0.496 0.802 1,800 0.623 0.894 2,000 0.779 1.058 0 0.648 0.741 2,200 1.056 1.178 2,400 1.231 1.320 2,600 1.413 1.433 2,800 1.564 1.562 3,000 1.698 1.675 0 0.846 1.037 3,200 1.850 • 3,400 1.965 Note: These results are shown graphically in Figure No. 5. Ultimate Shear Shear Panel Failure Strength Stiffness Number Load (lba) (lbf./ft. ) (lbf./in. ) 1 5,000 639 3,867 2 4,400 562 7,406 3 4,700 600 3,567 4,700 600 4,947 Note: The Failure Load is the maximum load sustained by the panel assembly. Appr'd by '.7,4 Page 7 812 S.La Cassia Dr. • Boise,Idaho 83705-(208)345-8941 •(208)345-8946 FAX Page 27 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK. _ GROVE TGE Project Number:20-14729 Reference: UNITED STATES TESTING COMPANY, INC. TEST REPORT NO. 186265-1 Panel specificatoin: 4-INCH HIGH-DENSITY URETHANE FRAME, URETHANE CORE REFRIGERATION PANELS Testing Report Data Panel Type 4-IN HDU Failure Load, (F) 4700 Ibf Length of Panel, (L) 8 ft Height of Panel, (H) 14 ft Height to Width Ratio, (H/L) 1.75 Factor of Saftey (FOS) 2.5 Allowable In-plane Shear,(R) 235 plf Refering to the diagram below and the testing data listed above, the allowable compressive bearing, B, was calculated. Based on the calculated B, the allowable in-plane shear loads for different height to width ratio are determined using the formula below. Taking Moment about Point Y, H B = 6R(L) Compressive Bearing, (B) 2468 14 L ►� R x --.44141 iB Maximum Height Allowable To Width Ratio In-plane Shear 1:1 411 1.5:1 274 1.75:1 235 2:1 206 2.5:1 165 3:1 137 4:1 103 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 28 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS f Location:TUALATIN,OR TAMARACK GROVE TGE Project Number:20-14729 ENGIN United States Testing Company, Inc. 186265-1 7/30/93 2. COMPRESSIVE HEARING STRENGTH TEST Procedure: Three 4-foot by 14-foot sample panels were individually tested for bearing strength as a column. Four compressometers, as described in Section 9.1 of the referenced ASTM E72 Standard were attached to the two faces of the panels, one near each lower corner, to measure the shortening of the specimen. The test arrangement and location of the compressometers were as shown in Figure No. 2 of the referenced ASTM E72 Standard. Lateral deflection was measured at the midpoint of both edges on the front face using a steel ruler to determine the distance between the panel and the stretched vertical wire of the compressometer. Each sample panel was loaded in 1,000-pound increments up to 5,000 pounds and in 2,500-pound increments up to 15,000 pounds. Shortening and lateral deflection measurements were taken after 5-minutes at each load. The shortening of the panel was calculated as the average reading of the four compressometers (reading at a given load less the initial reading at no load) multiplied by the ratio of specimen length divided by compressometer gage length. Lateral deflection was calculated as the average reading of the differences between deflection readings under load and the initial readings on one side of the panel. Appr'd by /-1- Page 9 812 S.La Cassia Dr. •Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 29 of 33 STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN, OR TAMARACK . GROVE TGE Project Number:20-14729 ENGINEER • NC United States Testing Company, Inc. 186265-1 7/30/93 2 . COMPRESSIVE SEARING STRENGTH TEST (CONT. ) Results: Panel #1 Panel #2 Panel #3 Lateral Lateral Lateral Load Shortening Deflection Shortening Deflection Shortening Deflection (lbs. ) (in. ) (in. ) (in.) (in.) (in.) (in. ) 200 0.000 0.00 0.000 .00 .000 0.00 1,200 0.004 0.00 0.004 .00 .005 0.00 2,200 0.009 0.01 0.010 .00 .007 0.00 3,200 0.011 0.01 0.015 .00 .008 0. 00 4,200 0.012 0.03 0.021 .01 .011 0.01 5,200 0.017 0.05 0.023 .00 .013 0.01 7,700 0.028 0.07 0.026 .01 .020 0. 02 10,200 0.030 0.08 0.039 .01 .032 0.03 12,700 0.059 0.16 0.061 .10 .049 0.03 15,200 0.087 0.33 .053 0. 11 Note: These results are shown graphically in Figure No. 6. Panel #1 failed at a load of 15,700 pounds, at which time the panel snapped across its width, approximately 6 feet above the bottom of the panel (See Photograph No. 2) . • Testing was terminated after Panel #2 reached a load of 13,700 pounds due to fixture limitations. Crushing was noted at the top and bottom of the panel at the 13,700-pound load. Testing was terminated after Panel #3 sustained the 5-minute, 15,200-pound load due to fixture limitations. Crushing was noted • at the top and bottom of the panel at the 15,200-pound load. Appr'd by ) ✓ Page 10 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 30 of 33 Project Name:TWALITY MIDDLE SCHOOL STRUCTURAL ENGINEERING Location:TUALATIN,OR CALCULATIONS TAMARACK T. GROVE TGE Project Number.20-14729 United States Testing Company, Inc. 186265-1 7/30/93 3. UNIFORM TRANSVERSE LOAD TEST Procedure: Three sample 4-foot by 14-foot panels were individually mounted on the face of a sealed box utilizing an airbag system as outlined in the Section 11 of the referenced ASTM E72 Standard. Dial indicators were mounted at the center of the panel and over each support. ( The airbag system was pressurized to a preload of 5 pelf. , held for 5 minutes, and released to provide an initial no-load 1 reading. The system was then pressurized in 10 psf. increments to failure. After a 5 minute holding period at each increment, the deflection reading from each dial indicator was recorded. After each 10 psf. increment, the load was removed from the panel and a set reading was taken after a 5-minute holding period. Midapan panel deflection was calculated by subtracting the :( average deflection of the supports from the midspan deflection, using the initial no-load deflection reading as a reference. Results: • pressure (Aef.) $idspan Panel Deflection (in. ) Panel 1 Panel Z Panel 3 Average 5 0. 131 0.111 0. 126 0.123 15 0.421 0.458 0.425 0.434 25 0.768 0.910 0.774 0.817 35 1.028 1.199 45 1.366 Note: These results are shown graphically in Figure No. 7. Panel 1 Panel 2 Panel 3 Average Failure Load (psf) : 52 42 35 43 All three panels failed as a result of the foam snapping across its width under the applied load. Appr'd by Page 11 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 31 of 33 • STRUCTURAL ENGINEERING Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS �� Location:TUALATIN,OR TAMARACK` . GROVE TGE Project Number 20-14729 E N G ? N E E United States Testing Company, Inc. 186265-1 7/30/93 7. FASTENER STRENGTH TEST (Cont. ) Wall Panel to Wall Panel - Shear Test (Cont. ) Results: Specimen Maximum Mode of Number Load (lbs. ) Failure 1 1,675 Latch bent, tore pin from pin assembly 2 1,525 Latch bent, tore pin from pin assembly 4 1,675 Latch bent, tore pin from pin assembly Average: 1,625 Wall Panel to Ceiling Panel - Tensile Test Procedure: The tensile test was performed by securing the floor panel section of a wall panel-floor panel assembly onto the fixed plate of an Instron machine and applying a tensile load on the fastener by pulling the wall panel away from the floor panel at a crosshead separation rate of 0.5 inches per minute until failure. The ultimate load sustained by the joint assembly was recorded (See Figure No. 2) . Results: Specimen Maximum Mode of Number Load (lbs.) Failure 1 940 Latch assembly tore through panel 2 950 Latch assembly tore through panel 3 980 Latch assembly tore through panel Average: 960 tit w a 1 1 ceiling Fastener Tensile Test (Figure No. 2) Appr'd by A Page 19 812 S.La Cassia Dr. Boise, Idaho 83705• (208)345-8941 (208)345-8946 FAX Page 32 of 33 STRUCTURAL ENGINEERING 1 Project Name:TWALITY MIDDLE SCHOOL CALCULATIONS Location:TUALATIN,OR TAMARACK`, GROVE TGE Project Number: 20-14729 7.2 ICC REPORTS AND DESIGN AIDS • ICC ESR-2713,"TITEN HD SCREW ANCHOR AND TITEN HD ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE." • STEEL STUD MANUFACTURERS ASSOCIATION(SSMA) 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 • (208)345-8946 FAX Page 33 of 33