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Report (3) OFFICE COPY OFFICE COPY SUBMITTAL PACKAGE it 1000 -tj° c 3 Page 1 B RIE ts/t 1 K DATE: 3/01/2021 FOR APPROVAL PACKAGE NUM: 069 CONSTRUCTION Bremik Construction Inc. PACKAGE REV: 0 19027--Tigard Triangle SPEC #: 095113 To: Dave Mojica From: Riley McCoy Scott Edwards Architecture LL' Bremik Construction Inc. 2525 E. Burnside Street 1026 SE Stark St. Portland, OR 97214 Portland, OR 97214 We are transmitting the following Submittal Package Number: " 069", Revision: "0" Description: " Light Gauge Metal Framing- Interior" for your review, intended to be compliant with contract Specification Number: "095113". Please review and respond to: Riley McCoy, by: 3/12/2021 in accordance with the contract documents. Additional Notes: Submittal Revision Description Status Notes Item 054000-001 0 Cold-Formed Metal Submittal Required Framing- Product Data 054000-002 0 Cold-Formed Metal Submittal Required • Framing - Certificates 054000-003 0 Cold-Formed Metal Submittal Required Framing - Quality Assurance Bremik Construction, Inc. P,. ❑APPROVED ❑REVISE&RESUBMIT Date: 03/1/2021 By: R �Mc-Cfry �RE OTD ❑ InessEVIS see rhoAs overallN ooEmmenrs to the hd REJECTEDer Sincerely, ® Reviewed This shop drawing review is for general conformance and ❑ Reviewed as noted compatibility with the design concept and information given in Me Construction Documents only. Review of a specific item shall not ❑ Revise&resubmit include the review at an assembly of which the item is a Review of these documents does not relieve subcontractors of component. The Contractor is responsible In,ensuring that the assembly reviews..and not only specific assembly items,have beer their responsibility in reference to:field verifications of all submitted for approval. dimensions;jobsite conditions and requirements;coordination with all trades;full compliance with all contract requirements; ABHT Structural Engineers compliance with all state and city ordinance requirements - — - RST 03/24/2021 Reviewed By Cate SUBMITTAL REVIEW ABHT Overall Comments: 1. Detail 1 on Sheet Z6.20: All the top of wall details NO EXCEPTIONS TAKEN ❑ NOT REVIEWED are indicated as 4/Z6.21. It appears that this should EXCEPTIONS AS NOTED ❑ REVISE/RESUBMIT be indicated as 3/Z6.21. Corrections or comments made to the shop drawings 2. Detail 1 on Sheet Z6.20: All the base of wall details during this review do not relieve the Contractor from compliance with requirements of the drawings and are indicated as 6/Z6.21. It appears that this should specifications.This check is only for review of general be indicated as 7/Z6.21. conformance with the design concept and general compliance with the information given in the contract 3. Please verify that no lateral bracing has been documents.The Contractor is responsible for confirming and correlating all quantities and indicated for the hanging ceiling systems on 1/Z6.22 dimensions;selecting fabrication processes and techniques of construction,coordinating the work with and 2/Z6.22 since all hanging ceilingsystems are less other trades,and performing the work in a safe and g g Y satisfactory manner. than 1000 sq.ft. SCOTT I EDWARDS ARCHITECTURE,LIP 4. The thin 15mi1 Viperstud product is thinner than 2525 E BURNSIDE ST PORTLAND,OR 97214 most interior stud products we have seen. Architect to BY Dave Molise confirm they are ok with this product. DATE 3/25/2021 f wpi EST. 1972 Tigard Triangle Interior Framing 72nd and Baylor Tigard, Oregon Project No.: 20-1963 Date: 22-Feb-21 Governing Code: 2014 Oregon Structural Specialty Code (OSSC) Description: Interior light guage non-bearing walls and partitions, light guage ceilings for the Tigard Triangle project. Table of Contents Page # Design Criteria Summary 1 - 6 Interior Wall Tables 7- 22 Opening Calculations 23- 62 Supporting Material 63- 81 ®APPROVED 0 REVISE&RESUBMIT ❑ REVISE AS NOTED 0 REJECTED �RUCTURq This shop drawing review is for general conformance and c:S l PROFFS< compatibility with the design concept and information given in the `\` Construction Documents only. Review of a specific item shall not include the review of an assembly of which the item is a \�{C"\"89384PEp, al-- component.component. The Contractor is responsible for ensuring that the � 77 assembly reviews,and not only specific assembly items,have been submitted for approval. ABHT Structural Engineers OREGON RST 03/24/2021 GHQ'14Rcri 13,2o1$ �O Reviewed By Date �C A EoC \� EXPIRES: 12-31-22 r 1 Project# : 20-1963 Page# : I P ' Proj. Name : Tigard Triangle Interior Framing Engineer: SMD Date : 2/22/2021 EST, 1972 Interior Wall Design Loads (ASCE 7-10) Live Load Design Force FL= 5 psf Seismic Design Force Fp= (0.4*ap*Sos*Wp)/(Rp/Ip)*(1+2*z/h) (13.3-1) Fp Min= 0.3*Sos*Ip*Wp (13.3-2) FpMax= 1.6*Sps*Ip*Wp (13.3-3) Seismic Design Category: D (Project specific demands Sds 0.725 are less than shown here) z/h 1 Ip 1.5 Interior Non-Struct Walls Fasteners (Table 13.5-1) ap 1 ap 1 Rp 2.5 Rp 2.5 no 2.5 no 2.5 Wp 8 psf Metal studs, (2) layer gyp, insulation Fp Min 2.61 psf Fp Max 13.92 psf Fp Fp (ASD) FL FL(ASD) Walls 4.2 2.9 8.0 5.0 Fasteners 4.2 2.9 8.0 5.0 Fasteners to Concrete 10.4 7.3 8.0 5.0 LRFD (plf) @ Wall T&B ASD (plf) @ Wall T&B Static Seismic Static Seismic Wall Concrete Concrete Height All Walls Fasteners Fasteners All Walls Fasteners Fasteners 9 36 19 19 47 22.5 13 13 33 10 40 21 21 52 25 15 15 37 11 44 23 23 57 27.5 16 16 40 12 48 25 25 63 30 18 18 44 13 52 27 27 68 32.5 19 19 48 14 56 29 29 73 35 20 20 51 15 60 31 31 78 37.5 22 22 55 16 64 33 33 84 40 23 23 58 2 Project#: 20-1963 Page#: ilk "I Proj. Name : Tigard Triangle Interior Framing *04 Engineer: SMD Date : 2/22/2021 Load to Top & Bottom Track ASD reactions for PAF fasteners Controlling T&B Reaction (Ibs) Wall Demand Stud Spacing Height (plf) 12" 16" 24" 9 22.5 22.5 30 45 10 25 25 33.33333 50 11 27.5 27.5 36.66667 55 12 30 30 40 60 13 32.5 32.5 43.33333 65 14 35 35 46.66667 70 15 37.5 37.5 50 75 16 40 40 53.33333 80 17 42.5 42.5 56.66667 85 18 45 45 60 90 19 47.5 47.5 63.33333 95 20 50 50 66.66667 100 21 52.5 52.5 70 105 22 55 55 73.33333 110 23 57.5 57.5 76.66667 115 24 60 60 80 120 25 62.5 62.5 83.33333 125 3 Project#: 20-1963 Page#: Proj.Name: Tigard Triangle Interior Framing 1 Engineer: SMD Date: 2/22/2021 N Fastener Spacing Tables - PAF Power Actuated Fasteners Sources: ICC ESR-2269 Hilit Direct Fastening Technical Guide, Ed. 18 Capacity Table(Ibsl 4000 psi 5000 psi 6000 psi Top of Bottom < 1/2" Seismic Seismic Concrete Concrete Concrete Deck of Deck Steel Concrete Steel 3/4" Hilti X-U 125 165 205 115 245 720 90 250 Hilti X-P 175 190 205 165 285 90 1" Hilti X-U 225 252.5 280 260 330 720 90 250 Hilti X-P 225 262.5 300 260 340 90 1 1/4" Hilti X-U 275 350 425 350 375 720 90 250 Hilti X-P 275 350 425 350 375 90 Spacing Tables(in' Structure: Min 4000 psi concrete Wall Static Seismic Manual Spacing Height 3/4" PAF 1" PAF 1 1/4" PAF 3/4" PAF 1" PAF 1 1/4" PAF 3/4" PAF 1" PAF 1 1/4" PAF 9 66.7 120.0 146.7 82.1 82.1 82.1 32 32 32 OK 10 60.0 108.0 132.0 73.9 73.9 73.9 32 32 32 OK 11 54.5 98.2 120.0 67.2 67.2 67.2 32 32 32 OK 12 50.0 90.0 110.0 61.6 61.6 61.6 32 32 32 OK 13 46.2 83.1 101.5 56.8 56.8 56.8 32 32 32 OK 14 42.9 77.1 94.3 52.8 52.8 52.8 32 32 32 OK 15 40.0 72.0 88.0 49.3 49.3 49.3 32 32 32 OK 16 37.5 67.5 82.5 46.2 46.2 46.2 32 32 32 OK 17 35.3 63.5 77.6 43.5 43.5 43.5 24 24 24 OK 18 33.3 60.0 73.3 41.1 41.1 41.1 24 24 24 OK 19 31.6 56.8 69.5 38.9 38.9 38.9 24 24 24 OK 20 30.0 54.0 66.0 36.9 36.9 36.9 24 24 24 OK 21 28.6 51.4 62.9 35.2 35.2 35.2 24 24 24 OK 22 27.3 49.1 60.0 33.6 33.6 33.6 24 24 24 AK 23 26.1 47.0 57.4 32.1 32.1 32.1 16 16 16 OK 24 25.0 45.0 55.0 30.8 30.8 30.8 16 16 16 OK 25 24.0 43.2 52.8 29.6 29.6 29.6 16 16 16 10K Structure: Top of min 3000 psi ltwt concrete over metal deck Wall Static Seismic Manual Spacing Height 3/4" PAF 1' PAF 1 1/4" PAF 3/4' PAF 1 PAF 1 1/4 PAF 3/4 PAF 1 PAF 1 1/4 PAF 9 61.3 138.7 186.7 82.1 82.1 82.1 32 32 32 OK 10 55.2 124.8 168.0 73.9 73.9 73.9 32 32 32 OK 11 50.2 113.5 152.7 67.2 67.2 67.2 32 32 32 OK 12 46.0 104.0 140.0 61.6 61.6 61.6 32 32 32 OK 13 42.5 96.0 129.2 56.8 56.8 56.8 32 32 32 OK 14 39.4 89.1 120.0 52.8 52.8 52.8 32 32 32 OK ' , 4 Project#: 20-1963 Page#: 1 ILI • 1 Proj. Name: Tigard Triangle Interior Framing Engineer: SMD Date: 2/22/2021 EST. 1972 Fastener Spacing Tables-PAF 15 36.8 83.2 112.0 49.3 49.3 49.3 32 32 32 OK 16 34.5 78.0 105.0 46.2 46.2 46.2 32 32 32 OK 17 32.5 73.4 98.8 43.5 43.5 43.5 24 24 24 OK 18 30.7 69.3 93.3 41.1 41.1 41.1 24 24 24 OK 19 29.1 65.7 88.4 38.9 38.9 38.9 24 24 24 OK 20 27.6 62.4 84.0 36.9 36.9 36.9 24 24 24 OK 21 26.3 59.4 80.0 35.2 35.2 35.2 24 24 24 OK 22 25.1 56.7 76.4 33.6 33.6 33.6 24 24 24 OK 23 24.0 54.3 73.0 32.1 32.1 32.1 16 16 16 OK 24 23.0 52.0 70.0 30.8 30.8 30.8 16 16 16 OK 25 22.1 49.9 67.2 29.6 29.6 29.6 16 16 16 OK 5 Project 4: 20-1963 Page 4: Proj.Name: Tigard Triangle Interior Framing _ " Engineer: SMD Date: 2/22/2021 Fastener Spacing Tables - PAF Structure: Bottom of min 3000 psi ltwt Concrete over metal deck Wall Static Seismic Manual Spacing Height 3/4" PAF 1" PAF 1 1/4" PAF 3/4" PAF 1" PAF 1 1/4" PAF 3/4" PAF 1" PAF 11/4" PAF 9 130.7 176.0 200.0 82.1 82.1 82.1 32 32 32 OK 10 117.6 158.4 180.0 73.9 73.9 73.9 32 32 32 OK 11 106.9 144.0 163.6 67.2 67.2 67.2 32 32 32 OK 12 98.0 132.0 150.0 61.6 61.6 61.6 32 32 32 OK 13 90.5 121.8 138.5 56.8 56.8 56.8 32 32 32 OK 14 84.0 113.1 128.6 52.8 52.8 52.8 32 32 32 OK 15 78.4 105.6 120.0 49.3 49.3 49.3 32 32 32 OK 16 73.5 99.0 112.5 46.2 46.2 46.2 32 32 32 OK 17 69.2 93.2 105.9 43.5 43.5 43.5 24 24 24 OK 18 65.3 88.0 100.0 41.1 41.1 41.1 24 24 24 OK 19 61.9 83.4 94.7 38.9 38.9 38.9 24 24 24 OK 20 58.8 79.2 90.0 36.9 36.9 36.9 24 24 24 OK 21 56.0 75.4 85.7 35.2 35.2 35.2 24 24 24 OK 22 53.5 72.0 81.8 33.6 33.6 33.6 24 24 24 OK 23 51.1 68.9 78.3 32.1 32.1 32.1 16 16 16 OK 24 49.0 66.0 75.0 30.8 30.8 30.8 16 16 16 OK 25 47.0 63.4 72.0 29.6 29.6 29.6 16 16 16 OK 6 Project# : 20-1963 Page# : Proj. Name: Tigard Triangle Interior Framing Engineer: SMD Date: 2/22/2021 Ceiling Design Loads Live Load: NA(un-accessible) Dead Load: (1) Layer Gyp = 2.4 Framing= 1.25 Misc= 0.75 4.4 psf Wind Load: NA(interior) 23 Project Name: Interior Openings_in progress Page 1 of 2 Model: D10x3.2x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf 1-4— 1 = v RO Lateral Pressure: 4-Ways n 2.833 ft v Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header. Single Member K 0 > v Gravity Load at Header: 9 psf n I Oft 1 N../ 3.167 ft r Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(In) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T150-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T150-43(33),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 400S162-33(33),Single 40.4 137.3 50.0 56.3 45.0 Vertical Header 400T150-43(33),Y-Y Axis N/A 32.0 40.4 N/A 40.4 Lateral Header 400T150-43(33),Single N/A 15.5 17.5 N/A 17.5 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 400S162-33(33),Single L/1425 L/0 0.324 0.28 NA Yes Vertical Header 400T150-43(33),Y-Y L/822 NA 0.64 0.03 No Yes Axis Lateral Header 400T150-43(33),Single L/41883 NA 0.03 0.01 No Yes Combined 0.68 0 Header Simpson Strong-Tie®Connectors(D Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 24 Project Name: Interior Openings_in progress Page 2 of 2 Model: D10x3.2x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 45.04 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 9.19% 4.04% R1 56.25 143.38 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 43.59% 12.77 steel(3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 2 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' 25 Project Name: Interior Openings_in progress Page 1 of 2 Model: D10x4.0x400 Date: 02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerT'3.4.5.0 * Design Loads 0 ft Wall Lateral Pressure : 5 psf nRO Lateral Pressure : 4-Ways 2.833 ft v n Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member • N/ Gravity Load at Header 9 psf n Oft k I' 4.0ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T200-43(33),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (lb) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 400S162-33(33), Single 51.0 160.0 56.7 66.7 52.5 Vertical Header 400T200-43(33),Y-Y Axis N/A 51.0 51.0 N/A 51.0 Lateral Header 400T200-43(33),Single N/A 27.5 24.2 N/A 24.2 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 4005162-33(33),Single L/1221 L/0 0.380 0.33 NA Yes Vertical Header 400T200-43(33),Y-Y L/588 NA 0.82 0.02 No Yes Axis Lateral Header 400T200-43(33),Single L/21113 NA 0.05 0.01 No Yes Combined 0.88 0 Header Simpson Strong-Tie®Connectors(rD Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 26 Project Name: Interior Openings_in progress Page 2 of 2 Model: D10X4.0x400 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 52.50 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 10.71 % 4.71 % R1 66.67 154.00 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 51.66% 15.14 steel (3/1611 to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors no Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUI3H Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' Span 60 2 0.0 No Soln No Soln No Soln No Soln No Soln No Sol) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com , 27 Project Name: Interior Openings_in progress Page 1 of 2 Model: D11.5x3.2x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.5.0 Design Loads 0 ft I Wall Lateral Pressure: 5 psf u RO Lateral Pressure : 4-Ways n 4.333 ft v i Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member C Gravity Load at Header: 9 psf O ft I I `� 7 k 3.167 ft l Lateral Pressure to: 4-Ways ' 0 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T200-43(33), Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (lb) Jamb Studs 400S162-33(33),Single 61.8 182.7 58.4 64.7 47.5 Vertical Header 400T200-43(33),Y-Y Axis N/A 48.9 61.8 N/A 61.8 Lateral Header 400T200-43(33),Single N/A 202 23.4 N/A 23.4 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 4003162-33(33),Single L/944 L/O 0.438 0.37 NA Yes Vertical Header 400T200-43(33),Y-Y L/775 NA 0.79 0.03 No Yes Axis Lateral Header 400T200-43(33),Single L/36073 NA 0.04 0.01 No Yes Combined 0.83 0 Header Simpson Strong-Tie®Connectors(o?Jambs SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com 28 Project Name: Interior Openings_in progress Page 2 of 2 Model: D11.5x3.2x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 47.54 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 9.70 % 4.26% R1 64.69 173.75 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 50.13% 14.69 steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strona-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUI3H Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Maxi Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' 29 Project Name: Interior Openings_in progress Page 1 of 2 Model: D11.5x4.0x400 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'"'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf u RO Lateral Pressure: 4-Ways n 4.333 ft v " Lateral Element Forces multiplied Lateral by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member 0 > Gravity Load at Header: 9 psf n Oft 1' 4.0 ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T125-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T125-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 400S162-33(33), Single 78.0 214.0 66.7 76.7 55.0 Vertical Header 400T125-54(50),Y-Y Axis N/A 78.0 78.0 N/A 78.0 Lateral Header 400T125-54(50),Single N/A 35.0 31.7 N/A 31.7 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 4005162-33(33), Single L/805 L/0 0.516 0.43 NA Yes Vertical Header 400T125-54(50),Y-Y L/262 NA 0.94 0.03 No Yes Axis Lateral Header 400T125-54(50), Single L/17311 NA 0.04 0.01 No Yes Combined 0.98 0 Header Simpson Strong-Tie®Connectors(a?Jambs SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com 30 Project Name: Interior Openings_in progress Page 2 of 2 Model: D11.5x4.0x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 55.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 11.22% 4.93 % R1 76.67 190.00 400T125-33(33)&(2) .157"SST PDPA/PDPAT-62KP to 59.41 % 17.41 steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridainu Connectors 0 Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' 31 Project Name: Interior Openings_in progress Page 1 of 2 Model: D13x3.2x400 Date:02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 \ Design Loads ■■■■■■ 0 ft Wall Lateral Pressure: 5 psf Elmu RO Lateral Pressure: 4-Ways 5.833 ft v n Lateral Element Forces multiplied Lateral by 1 for strength checks '` 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination .. Header: Single Member Gravity Load at Header: 9 psf Oft 3.167 ft Lateral Pressure to: 4-Ways ';ii) Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T125-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T125-54(50), Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 400S162-33(33), Single 83.1 235.4 66.9 73.1 50.0 Vertical Header 400T125-54(50),Y-Y Axis N/A 65.8 83.1 N/A 83.1 Lateral Header 400T125-54(50),Single N/A 24.9 29.4 N/A 29.4 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 400S162-33(33). Single L/665 L/0 0.568 0.48 NA Yes Vertical Header 400T125-54(50),Y-Y L/392 NA 0.79 0.04 No Yes Axis Lateral Header 400T125-54(50),Single L/30588 NA 0.03 0.01 No Yes Combined 0.82 0 Header Simpson Strong-Tie®Connectors(7a Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 32 Project Name: Interior Openings_in progress Page 2 of 2 Model: D13x3.2x400 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 50.04 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 10.21 % 4.49 R1 73.13 204.13 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 56.67% 16.61 % steel (3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors Cc)Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.stronotie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com l 33 Project Name: Interior Openings_in progress Page 1 of 2 Model: D13x4.0x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer° 3.4.5.0 n Design Loads 0 ft Wall Lateral Pressure: 5 psf RO Lateral Pressure 4-Ways 5.833 ft n Lateral Element Forces multiplied Lateral by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member • 0 > ‘./ Gravity Load at Header: 9 psf n Oft v v 1( 4.0ft ii Lateral Pressure to: 4-Ways v 1© Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T200-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T200-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 400S162-33(33), Single 105.0 278.7 76.7 86.7 57.5 Vertical Header 400T200-54(50),Y-Y Axis N/A 105.0 105.0 N/A 105.0 Lateral Header 400T200-54(50),Single N/A 42.5 39.2 N/A 39.2 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 4005162-33(33),Single L1567 L/0 0.675 0.57 NA Yes Vertical Header 400T200-54(50),Y-Y L/373 NA 0.86 0.03 No Yes Axis Lateral Header 400T200-54(50),Single L/17352 NA 0.04 0.01 No Yes Combined 0.91 0 Header Simpson Strong-Tie®Connectors a Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • 34 Project Name: Interior Openings_in progress Page 2 of 2 Model: D13x4.0x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer' 3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 57.50 0.00 SC645.5(2)&(2)#12-24 SST X or XL to A36 Steel 11.74% 5.16% R1 86.67 226.00 400T125-33(33)& (2).157"SST PDPA/PDPAT-62KP to 67.15% 19.68% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Cantilever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 35 Project Name: Interior Openings_in progress Page 1 of 2 Model: D14.5x3.2x400 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'"3.4.5.0 n Design Loads 0 ft Wall Lateral Pressure: 5 psf i i v RO Lateral Pressure: 4-Ways 7.333 ft Lateral Element Forces multiplied Lateral by 1 for strength checks H . 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member .i...,i� Gravity Load at Header: 9 psf Oft l< 3.167 ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T150-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T150-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 400S162-33(33),Single 104.5 295.6 75.3 81.6 52.5 Vertical Header 400T150-54(50),Y-Y Axis N/A 82.7 104.5 N/A 104.5 Lateral Header 400T150-54(50), Single N/A 29.6 35.3 N/A 35.3 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 400S162-33(33),Single L/492 L/0 0.718 0.60 NA Yes Vertical Header 4007150-54(50),Y-Y L/410 NA 0.85 0.04 No Yes Axis Lateral Header 4007150-54(50),Single L/27768 NA 0.03 0.01 No Yes Combined 0.88 0 Header Simpson Strong-Tie®Connectors [D Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 36 Project Name: Interior Openings_in progress Page 2 of 2 Model: D14.5x3.2x400 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer""3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 52.54 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 10.72% 4.71 R1 81.57 234.51 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 63.20% 18.52 % steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.stronqtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 37 Project Name: Interior Openings_in progress Page 1 of 2 Model: D14.5x4.0x400 Date: 02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer° 3.4.5.0 Design Loads ■■■■■■ uOft Wall Lateral Pressure: 5 psf mom mo RO Lateral Pressure: 4-Ways 7.333 ft n Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for r3e`. deflection determination (, Header: Single Member \/ Gravity Load at Header: 9 psf n Oft l 4.0 ft Lateral Pressure to: 4-Ways w Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 400S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 400T250-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 400T250-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 4003162-33(33), Single 132.0 350.4 86.7 96.7 60.0 Vertical Header 400T250-54(50),Y-Y Axis N/A 132.0 132.0 N/A 132.0 Lateral Header 400T250-54(50),Single N/A 50.0 46.7 N/A 46.7 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 400S162-33(33), Single U419 L/0 0.856 0.71 NA Yes Vertical Header 400T250-54(50),Y-Y U384 NA 0.92 0.03 No Yes Axis Lateral Header 400T250-54(50),Single U16146 NA 0.05 0.01 No Yes Combined 0.97 0 Header Simpson Strong-Tie®Connectors A Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 38 Project Name: Interior Openings_in progress Page 2 of 2 Model: D14.5x4.0x400 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 60.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 12.25% 5.38 R1 96.67 262.00 400T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 74.90% 21.95% steel(3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors(a Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 0.0 No Soln No Soln No Soln No Soln No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 39 Project Name: Interior Openings_in progress Page 1 of 2 Model: D10x3.2x362 Date:02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf I I v n RO Lateral Pressure: 4-Ways 2.833ft n Lateral Element Forces multiplied Lateral by 1 for strength checks n Lateral Forces multiplied by 0.7 for 7.167 ft deflection determination Header: Single Member 0 > \/ Gravity Load at Header: 9 psf Oft 1 1 3.167 ft Lateral Pressure to: 4-Ways " 0 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 362S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T150-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T150-43(33),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (lb) (Ib) Jamb Studs 3625162-33(33), Single 40.4 137.3 50.0 56.3 45.0 Vertical Header 362T150-43(33),Y-Y Axis NIA 32.0 40.4 N/A 40.4 Lateral Header 362T150-43(33),Single N/A 15.5 17.5 N/A 17.5 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 362S162-33(33),Single L/1134 L/0 0.361 0.31 NA Yes Vertical Header 3627150-43(33),Y-Y L/828 NA 0.63 0.03 No Yes Axis Lateral Header 362T150-43(33),Single L/33455 NA 0.04 0.01 No Yes Combined 0.67 0 Header Simpson Strong-Tie®Connectors Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 40 Project Name: Interior Openings_in progress Page 2 of 2 Model: D10x3.2x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 45.04 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 9.19% 4.04 R1 56.25 143.38 362T125-33(33)&(2) .157"SST PDPA/PDPAT-62KP to 43.04% 12.77% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 2 2964.8 OK(0.26) OK(0.17) OK(0.18) OK(0.16) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 41 Project Name: Interior Openings_in progress Page 1 of 2 Model: D10x4.0x362 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designerr'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf RO Lateral Pressure: 4-Ways 2.833 ft v " Lateral Element Forces multiplied Lateral by 1 for strength checks Lateral Forces multiplied by 0.7 for 7.167 ft deflection determination Header: Single Member Gravity Load at Header: 9 psf ,£ n 0 ft v k > 4.0 ft 1 Lateral Pressure to: 4-Ways ., 0 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 362S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T200-43(33), Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 362S162-33(33), Single 51.0 160.0 56.7 66.7 52.5 Vertical Header 362T200-43(33),Y-Y Axis N/A 51.0 51.0 N/A 51.0 Lateral Header 362T200-43(33).Single N/A 27.5 24.2 N/A 24.2 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 362S162-33(33), Single L/972 L/0 0.422 0.36 NA Yes Vertical Header 362T200-43(33),Y-Y L/596 NA 0.81 0.02 No Yes Axis Lateral Header 362T200-43(33),Single L/16917 NA 0.06 0.01 No Yes Combined 0.87 0 Header Simpson Strong-Tie®Connectors Cad Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 42 Project Name: Interior Openings_in progress Page 2 of 2 Model: D10x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'" 3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 52.50 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 10.71 % 4.71 R1 66.67 154.00 362T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 51.01 % 15.14 % steel (3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Cantilever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 2 2964.8 OK(0.30) OK(0.20) OK(0.20) OK(0.19) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com 43 Project Name: Interior Openings_in progress Page 1 of 2 Model: D11.5x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf I i v RO Lateral Pressure: 4-Ways n 4.333 ft Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member Q > V Gravity Load at Header: 9 psf n 0 ft •= k 1 3.167 ft • Lateral Pressure to: 4-Ways v 10 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 3623162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T200-43(33),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 3625162-33(33), Single 61.8 182.7 58.4 64.7 47.5 Vertical Header 362T200-43(33),Y-Y Axis N/A 48.9 61.8 N/A 61.8 Lateral Header 362T200-43(33),Single N/A 20.2 23.4 N/A 23.4 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 3625162-33(33), Single L/752 L/0 0.488 0.41 NA Yes Vertical Header 362T200-43(33),Y-Y L/785 NA 0.77 0.03 No Yes Axis Lateral Header 362T200-43(33), Single L/28902 NA 0.05 0.01 No Yes Combined 0.82 0 Header Simpson Strong-Tie®Connectors tr.Jambs SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com 44 Project Name: Interior Openings_in progress Page 2 of 2 Model: D11.5x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 47.54 0.00 SCB45.5(2)& (2)#12-24 SST X or XL to A36 Steel 9.70 % 4.26% R1 64.69 173.75 362T125-33(33)&(2) .157"SST PDPA/PDPAT-62KP to 49.49 % 14.69 steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2773.0 OK(0.26) OK(0.17) OK(0.17) OK(0.16) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.stronutie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com , 45 Project Name: Interior Openings_in progress Page 1 of 2 Model: D11.5x3.2x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerT"' 3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf L__._-___ I v RO Lateral Pressure: 4-Ways 4.333 ft n Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member Gravity Load at Header 9 psf n Oft k 1 3.167 ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 362S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T200-43(33),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 362S162-33(33), Single 61.8 182.7 58.4 64.7 47.5 Vertical Header 362T200-43(33),Y-Y Axis N/A 48.9 61.8 N/A 61.8 Lateral Header 362T200-43(33),Single N/A 20.2 23.4 N/A 23.4 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 3625162-33(33),Single L/752 L/0 0.488 0.41 NA Yes Vertical Header 362T200-43(33),Y-Y L/785 NA 0.77 0.03 No Yes Axis Lateral Header 362T200-43(33),Single L/28902 NA 0.05 0.01 No Yes Combined 0.82 0 Header Simpson Strong-Tie®Connectors(a Jambs SIMPSON STRONG-TIE COMPANY INC. www.stronglie.com 46 Project Name: Interior Openings_in progress Page 2 of 2 Model: D11.5x3.2x362 Date:02/23/2021 Code: 2012 NASPEC()NISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 47.54 0.00 SCB45.5(2) &(2)#12-24 SST X or XL to A36 Steel 9.70% 4.26 R1 64.69 173.75 362T125-33(33)&(2) .157"SST PDPA/PDPAT-62KP to 49.49% 14.69% steel (3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridaina Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2773.0 OK(0.26) OK(0.17) OK(0.17) OK(0.16) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' 47 Project Name: Interior Openings_in progress Page 1 of 2 Model: D13x3.2x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS Designer"'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf qI ^ RO Lateral Pressure: 4-Ways 5.833 ft Y n, Lateral Element Forces multiplied Lateral , by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member < 0 > v Gravity Load at Header: 9 psf n I Oft I' 3.167 ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 3625162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T125-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T125-54(50), Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (lb) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 3625162-33(33),Single 83.1 235.4 66.9 73.1 50.0 Vertical Header 362T125-54(50),Y-Y Axis N/A 65.8 83.1 NIA 83.1 Lateral Header 362T125-54(50),Single N/A 24.9 29.4 N/A 29.4 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 3625162-33(33),Single L/530 L/0 0.634 0.54 NA Yes Vertical Header 362T125-54(50),Y-Y L/393 NA 0.78 0.04 No Yes Axis Lateral Header 362T125-54(50),Single L/24404 NA 0.03 0.01 No Yes Combined 0.82 0 Header Simpson Strong-Tie®Connectors A Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 48 Project Name: Interior Openings_in progress Page 2 of 2 Model: D13x3.2x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 50.04 0.00 SCB45.5(2)& (2)#12-24 SST X or XL to A36 Steel 10.21 % 4.49% R1 73.13 204.13 362T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 55.95% 16.61 steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2550.4 OK(0.25) OK(0.16) OK(0.17) OK(0.16) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 49 Project Name: Interior Openings_in progress Page 1 of 2 Model: D13x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Design Loads -77 ro ft...._.. Wall Lateral Pressure: 5 psf ^ RO Lateral Pressure: 4-Ways ^ 15.833 ft ^ Lateral Element Forces multiplied Lateral by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member < 0 > Gravity Load at Header: 9 psf ^ 0 ft 1 , < A. k I' 4.0 ft " j Lateral Pressure to: 4-Ways " i© Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 362S162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T200-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T200-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 362S162-33(33),Single 105.0 278.7 76.7 86.7 57.5 Vertical Header 362T200-54(50),Y-Y Axis N/A 105.0 105.0 N!A 105.0 Lateral Header 362T200-54(50),Single N/A 42.5 39.2 N!A 39.2 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 362S162-33(33),Single L/451 L/0 0.754 0.64 NA Yes Vertical Header 362T200-54(50),Y-Y L/377 NA 0.85 0.03 No Yes Axis Lateral Header 362T200-54(50),Single L/13924 NA 0.05 0.01 No Yes Combined 0.90 0 Header Simpson Strong-Tie®Connectors (&Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 50 Project Name: Interior Openings_in progress Page 2 of 2 Model: D13x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer m 3.4.5.0 Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 57.50 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 11.74% 5.16% R1 86.67 226.00 362T125-33 (33)&(2) .157"SST PDPA/PDPAT-62KP to 66.31 % 19.68 % steel (3/16"to 1/2"thickness) " Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors 0)Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2550.4 OK(0.29) OK(0.19) OK(0.20) OK(0.18) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. 1 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' 51 Project Name: Interior Openings_in progress Page 1 of 2 Model: D14.5x4.0x362 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'"3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf I - I v RO Lateral Pressure : 4-Ways i 7.333 ft Lateral Element Forces multiplied Lateral by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member v Gravity Load at Header: 9 psf n Oft 4.0 ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 3623162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 3627150-68(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T150-68(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 362S162-33(33),Single 132.0 350.4 86.7 96.7 60.0 Vertical Header 3627150-68(50),Y-Y Axis N/A 132.0 132.0 N/A 132.0 Lateral Header 362T150-68(50),Single N/A 50.0 46.7 N/A 46.7 : Summary Design Results Deflection Bending +Axial Shear Web Design 9 Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 362S162-33(33), Single L/334 L/0 0.958 0.80 NA Yes Vertical Header 362T150-68(50),Y-Y L/360 NA 0.80 0.04 No Yes Axis Lateral Header 362T150-68(50),Single L/14099 NA 0.04 0.01 No Yes Combined 0.85 0 Header Simpson Strong-Tie®Connectors(ct7 Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 52 Project Name: Interior Openings_in progress Page 2 of 2 Model: D14.5x4.0x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 60.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 12.25% 5.38% R1 96.67 262.00 362T125-33(33)&(2) .157"SST PDPA/PDPAT-62KP to 73.96% 21.95% steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2307.2 OK(0.29) OK(0.19) OK(0.19) OK (0.18) No Soln No Solo Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 53 Project Name: Interior Openings_in progress Page 1 of 2 Model: D14.5x3.2x362 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf --------- - - - v RO Lateral Pressure: 4-Ways n 7.333 ft v s, Lateral Element Forces multiplied Lateral by 1 for strength checks n 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member 0 Gravity Load at Header: 9 psf O ft ‘ r , k 1 3.167 ft Lateral Pressure to: 4-Ways " 0 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 3625162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 362T150-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 362T150-54(50), Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 3625162-33(33), Single 104.5 295.6 75.3 81.6 52.5 Vertical Header 362T150-54(50),Y-Y Axis N/A 82.7 104.5 N/A 104.5 Lateral Header 362T150-54(50),Single N/A 29.6 35-3 N/A 35.3 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 3625162-33(33),Single L/392 L/0 0.804 0.67 NA Yes Vertical Header 362T150-54(50),Y-Y L/413 NA 0.84 0.04 No Yes Axis Lateral Header 362T150-54(50), Single L/22212 NA 0.04 0.01 No Yes Combined 0.88 0 Header Simpson Strong-Tie®Connectors A Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 54 Project Name: Interior Openings_in progress Page 2 of 2 Model: D14.5x3.2x362 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 52.54 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 10.72% 4.71 % R1 81.57 234.51 362T125-33 (33)&(2) .157" SST PDPA/PDPAT-62KP to 62.41 % 18.52 % steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors Ca)Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 2307.2 OK(0.25) OK(0.16) OK(0.17) OK(0.15) No Soln No Saki Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 55 Project Name: Interior Openings_in progress Page 1 of 2 Model: D10x5.0x600 Date:02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 \ Design Loads ■■■1111■■ Oft Wall Lateral Pressure : 5 psf RO Lateral Pressure : 4-Ways ■■■■ 2.833 ft v n Lateral Element Forces multiplied Lateral by 1 for strength checks 4.1 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member \/ Gravity Load at Header: 9 psi n Oft L. 5ft � l Lateral Pressure to: 4-Ways ' 0 Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 600S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 600T150-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600T150-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 600S162-33(33),Single 63.7 184.9 63.5 79.2 61.5 Vertical Header 600T150-54(50),Y-Y Axis N/A 79.7 63.7 N/A 63.7 Lateral Header 600T150-54(50),Single N/A 48.2 33.3 N/A 33.3 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 600S162-33(33),Single L/2727 L/0 0.264 0.19 NA Yes Vertical Header 600T150-54(50),Y-Y L/261 NA 0.87 0.02 No Yes Axis Lateral Header 600T150-54(50),Single L/28617 NA 0.03 0.01 No Yes Combined 0.90 0 Header Simpson Strong-Tie®Connectors a Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 56 Project Name: Interior Openings_in progress Page 2 of 2 Model: D10x5.0x600 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 61.46 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 12.54% 5.51 % R1 79.17 166.74 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 65.16% 17.98% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 2 3918.1 OK(0.29) OK(0.20) OK(0.24) OK(0.17) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 57 Project Name: Interior Openings_in progress Page 1 of 2 Model: D11.5x5.0x600 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 3.4.5.0 Design Loads t 0 ft I Wall Lateral Pressure: 5 psf I -- -� v RO Lateral Pressure: 4-Ways 4.333 ft I n Lateral Element Forces multiplied Lateral ^ by 1 for strength checks 7 167 ft Lateral Forces multiplied by 0.7 for deflection determination I Header: Single Member Gravity Load at Header: 9 psf n OftI _ v v 5 ft Lateral Pressure to: 14-Ways vI D Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 6005162-33(33),Single 60 in 60 in 60 in 0 None N/A Vertical Header 600T250-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600T250-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (lb) (Ft-Lb) Shear(Ib) (Ib) (Ib) Jamb Studs 600S162-33(33), Single 97.5 250.2 75.4 91.0 64.0 Vertical Header 600T250-54(50),Y-Y Axis N/A 121.9 97.5 N/A 97.5 Lateral Header 600T250-54(50),Single N/A 59.9 42.7 N/A 42.7 Summary Desian Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 600S162-33(33),Single L/1784 L/0 0.362 0.27 NA Yes Vertical Header 600T250-54(50),Y-Y L/309 NA 0.93 0.02 No Yes Axis Lateral Header 600T250-54(50),Single U27508 NA 0.03 0.02 No Yes Combined 0.97 0 Header Simpson Strong-Tie®Connectors e.Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 58 Project Name: Interior Openings_in progress Page 2 of 2 Model: D11.5x5.0x600 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 63.96 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 13.05% 5.74 R1 91.04 209.49 600T125-33(33)& (2).157"SST PDPA/PDPAT-62KP to 74.94% 20.67 steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 3918.1 OK(0.28) OK(0.19) OK(0.23) OK (0.17) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 59 Project Name: Interior Openings_in progress Page 1 of 2 Model: D13x5.0x600 Date:02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designers'3.4.5.0 Design Loads 0 ft Wall Lateral Pressure: 5 psf I I V RO Lateral Pressure : 4-Ways 5.833 ft n Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member e- \/ Gravity Load at Header 9 psf n Oft I 5ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(Ib- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 600S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 600T200-68(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 6007200-68(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 600S162-33(33), Single 131.2 331.0 87.3 102.9 66.5 Vertical Header 600T200-68(50),Y-Y Axis N/A 164.1 131.2 N/A 131.2 Lateral Header 600T200-68(50),Single N/A 71.6 52.1 N/A 52.1 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 6005162-33(33), Single L/1251 L/0 0.480 0.36 NA Yes Vertical Header 600T200-68(50),Y-Y L/352 NA 0.83 0.03 No Yes Axis Lateral Header 600T200-68(50), Single L/28185 NA 0.03 0.01 No Yes Combined 0.86 0 Header Simpson Strong-Tie®Connectors A Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • • so Project Name: Interior Openings_in progress Page 2 of 2 Model: D13X5.0x600 Date: 02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 66.46 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 13.56% 5.96% R1 102.92 252.24 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 84.71 % 23.37% steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 3915.8 OK(0.28) OK(0.19) OK(0.23) OK(0.17) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.stronotie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ' ' 61 Project Name: Interior Openings_in progress Page 1 of 2 Model: D14.5x5.0x600 Date:02/23/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 ` Design Loads 0 ft Wall Lateral Pressure: 5 psf r I V RO Lateral Pressure: 4-Ways 7.333 ft v n Lateral Element Forces multiplied Lateral by 1 for strength checks 7.167 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Single Member \/ Gravity Load at Header 9 psf Oft kv I' 5ft Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 600S162-33(33), Single 60 in 60 in 60 in 0 None N/A Vertical Header 600T250-68(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600T250-68(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 600S162-33(33), Single 165.0 416.1 99.2 114.8 69.0 Vertical Header 600T250-68(50),Y-Y Axis N/A 206.2 165.0 N/A 165.0 Lateral Header 600T250-68(50),Single N/A 83.3 61.5 N/A 61.5 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 600S162-33(33),Single L/924 L O 0.605 0.44 NA Yes Vertical Header 600T250-68(50),Y-Y L/370 NA 0.88 0.03 No Yes Axis Lateral Header 600T250-68(50),Single L/26432 NA 0.03 0.01 No Yes Combined 0.91 0 Header Simpson Strong-Tie®Connectors @ Jambs SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 62 Project Name: Interior Openings_in progress Page 2 of 2 Model: D14.5x5.0x600 Date:02/23/2021 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 68.96 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 14.07% 6.18% R1 114.79 294.99 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 94.49% 26.07% steel (3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Wall Stud Bridging Connectors @ Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 3 3835.7 OK(0.28) OK(0.19) OK(0.23) OK(0.17) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3)Reference www.strongtie.com for latest load data, important information, and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • • 79 Project# : Page# : Wp Proj. nure Engineer: Date : 4/10/2020 EST 1972 Stud to Track AISI 5240-15 North American Standard for Cold-Formed Steel Framing B3.2.5.1 Stud to Track Connection for C-Section Studs Pnst/D. = Ct2Fy i1 — 0.19 R 1 1 + 0.74 1 — 0.019 t /1. (Eqn B3.2.5.1-1) \EN) R =Stud inside bend radius, in N = Stud bearing tenth, in h = Depth of stud, in t = Stud design thickness, in Interior Stud to Track* Web Crippling Coefficient, C= 3.7 Safety Factor, Q = 1.7 Stud Bearing Stud Size Length Depth 33 43 54 68 5162 1.625 3.625 302 502 1126 1664 1.625 6 281 473 1068 1589 5200 2 3.625 329 547 1225 1805 2 6 307 515 1162 1724 5250 2.5 3.625 362 601 1342 1975 2.5 6 337 565 1273 1886 Screw Size #8 #8 #10 #12 *Track thickness is at least the same thickness of the stud Jamb Stud to Track at Doorway* ' Web Crippling Coefficient, C= 1.85 Safety Factor, Q = 1.9 Stud Bearing Stud T — Size Length Depth 33 43 54 68 5162 1.625 3.625 135 225 504 744 1.625 6 126 211 478 711 5200 2 3.625 147 245 548 808 2 6 137 230 520 771 5250 2.5 3.625 162 269 601 884 2.5 6 151 253 570 844 Screw Size #8 #8 #10 #12 *Track thickness is at least the same thickness of the stud *Jamb web is facing the door 80 Boxed Jamb Stud to Track at Doorway* Web Crippling Coefficient, C= 5.55 Safety Factor, Q = 1.9 Stud Bearing Stud Size Length Depth 33 43 54 68 S162 1.625 3.625 405 674 1511 2233 1.625 6 377 634 1434 2132 5200 2 3.625 442 734 1644 2423 2 6 411 691 1559 2314 S250 2.5 3.625 486 806 1802 2651 2.5 6 453 759 1709 2532 Screw Size #8 #8 #10 #12 *Track thickness is at least the same thickness of the stud Back-to-Back Jamb Stud to Track at Doorway I o Always controlled by the lesser eqn B3.2.5.1-3 Pnst = 15.2tf2Fut 33 43 54 68 Safety Factor, S2 = 2.1 390 663 1507 2392 Screw Size #10 #10 #10 #10 Interior Stud to Track(track thickness less than the stud thickness) Controlled by the lesser of eqn B3.2.5.1-1 or B3.2.5.1-2 Pnst = 0.6tf(20tf + 0.56)Fut 33 43 54 68 Safety Factor, S2 = 1.7 688 1047 2197 3249 Screw Size #8 #8 #8 #8 Inside Design Yield Bend Tensile Thickness Strength Radius Strength 33 0.0346 33 0.0764 45 43 0.0451 33 0.0712 45 54 0.0566 50 0.0849 65 68 0.0713 50 0.1069 65 FOR OFFICE USE ONLY—SITE ADDRESS: 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 iIII Transmittal Letter IT C A P.D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: To an µ oc-K c4.aA-F4 r DATE RECEIVED: DEFT: BUILDING DIVISION FROM: itll.ey iv-lc-colRECEIVED COMPANY: Ti Le Kik cons T 4%c.T ID N APR 2 7 2021 PHONE: 50 3. - Si . 1 Zb I CITY OF TIGAROBy: BUILDING DIVISION M K • o EMAIL: N�LG D '$R•E 1 � N1 A R y@ RE: 11600 Sw 32,Na AVE 'EAR 2oll - oo31/3 (Site Address) 7,2psit v. k_,/ _€013 (Permit Number) peR (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. 2 _ Engineer's calculations. Other(explain): REMARKS: S4rtk,c4v.r4.1 I SieCM« br&e.sAi .( - electric.,) exPut`QMCrt4' 4 J ) o0 FOR OFFICE USE ONLY Routed Permit Tec ician: Date: 57/i pi Initials: 7— Fees Due 0 No Fee Description: Amount Due: P1v, (eV', e,— $ L-) a 70 TI P ro cess $ IA" ---- $ $ _\"'f;' • 70 ______- Special Instructions: Reprint Permit(per PE): ❑ Yes ls.J No ❑ Done Applicant Notified: d Date: 4-7/4.,i22.1 Initials:/�/ • REVISION OFFICE COPY APPROVED �- 1 ) �2 ) vpoar) - oo3(-13 TIGARD TRIANGLE EQUIPMENT ANCHORAGE State of Or,{ . r t' 11600 SW 72nd Ave •1 Concrete and Painfuniog Steil Tigard, OR 97223 Bolts Instated in Comet* ❑ Special Moment-Resisiingeonasele Erie ❑ Reinforcing„feel R Prestreatiap Bleat Tendons ❑ Structural Welding ❑ HighStren ht i otFing STRUCTURAL CALCULATIONS ❑ Structural M=scsi:-. ❑ Reinforced Gypsum Concrete VLMK Project Number:20210184 0 Insulating:;onrrto Fill ❑ Spray Applied Fire-Resistive Materials ❑ Pilings,Drilled Piers and Caissons La Londe Electric ❑ Shotcrete 1000 NW Commerce Ct,Suite A ❑ Special Grading,Excavation and Filling Estacada, OR 97023 ❑ Smoke-Control Systems Other Impactions �OCTUR p IN APPROVED ❑REVISE&RESUBMIT ❑REVISE AS NOTED ❑REJECTED P,.'O'ESS^ This shop drawing review is for general conformance and \ _\G', N compatibility with the design concept and information given in the 4/ 359 '\ P [t Construction Documents only. Review of a specific Item shall not 5 � ( t component. The Contractor is responsible for ensuring that the f �r 3/19/21 assembly reviews,and not only specific assembly Items,have been M submitted for approval. GO ABHT Structural Engineers ! 4 2�0� SJ 04/01/2021 v9 15, �� Reviewed By Date 5°N C S P`� EXPIRES: 6/30/2022 Prepared 8y: Talbot Ridgway V L March 196,1021 ENGINEERING + DESIGN 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 VLMK.COM Structural Calculations:Tigard Triangle—Equipment Anchorage D` Project: Tigard Triangle Project Number: 20210184 Equipment Anchorage Project Address: 11600 SW 72nd Ave Document: Structural Calculations for Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Details S-1 thru S-2 Structural Calculations C-1 thru C-18 References R-1 thru R-9 DESCRIPTION OF STRUCTURAL SYSTEM This 'Tigard Triangle - Equipment Anchorage' project consists of: slab design and anchorage calculations for (1) CUMMINS GENSET C60 D6C Generator with sound enclosure and 250 gal fuel tank, with a total weight of 8,990 Ibs, to be installed at the site located at 11600 SW 72nd Ave, Tigard, OR 97223. Additional calculations are provided to verify the adequacy of the specified anchors for switchboard gear, by others. CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon fiat',or ;frov b,v 'I i, ( rla, why? ti fr i;-i tl'vf of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. G,\4cod2021\2021 D 1 BA\Calculations\CalcPackage_20210184_TigardTriangle.docx Structural Calculations:Tigard Triangle—Equipment Anchorage DESIGN LOADS Dead Loads Equipment Loads—Generator(Provided by CUMMINS) CUMMINS GENSET Model C6O D6C Generator Sound Enclosure 250 Gal Fuel Tank Total Weight: 8,990 lbs Equipment Loads—Switchboards(Provided by Eaton) Switchboard 1 520 lbs Switchboard 2 (Controls) 725 lbs Switchboard 3 617 lbs Switchboard 4 650 lbs Wind Basic Design Wind Speed, Vdu (3-sec gust) 96 mph Nominal Design Wind Speed, Vasa 74.5 mph Risk Category II Wind Exposure B Seismic Location Latitude 45.4362348 Longitude -122.7507909 Seismic Importance Factor, le 1 .5 Risk Category II Mapped Spectral Response Accelerations Ss = 0.848 Sr = 0.395 Site Class D Spectral Response Coefficients Sds = 0.694 Seismic Design Category D Analysis Procedure Used Equivalent Static Component Anchorage Factors ap Rp IP S2o Transformer/Electrical Generation Equipment 1 .0 2.5 1 .5 2.5 MATERIALS Concrete Slab-on-Grade (exterior) f = 2,500 psi Reinforcing Steel ASTM A615 Gr. 60 Fy = 60 ksi Drilled Anchors Concrete Drilled Anchors Simpson Strong-Bolt 2 Wedge Anchor ICC ESR-3037 Hilti Kwik Bolt TZ Anchor ICC ESR-1917 G N1cad2021\20210184\Calculatons'\CalcPackage_20210184_Tigardiriangle.docx I f k -J 4ji - � I �� cl_ 4 N "F -0, AI b f. yrA., DiAW9pvEC CI...I SE.80j".r _ <V ❑RENSE AS NOTED Re0CYEC _ �:. II CaASAv S Cx✓nren Dail R.nw?a Jaw,'mm Nal nu I_ 0 _ swore vuMVOxlm v ..Own mry.4.«.ornery....I.....'('� �ubmu.a,w µvma '9 r_ ABHT Structural Engineers I {`. SJ 04/01/2021 J 1 I r W W w By Date UOTURq } L c'Jfie`'1I�: , ��GIJH:j I , 56359PE r- I YI.-4 ,. v 1' A- t c _ 3/30121 I HN!y '0l,_K 4S < ". °N c. S P�� r o rn � r EXPIRES: 6/30/2022 r GENERATOR 0 ti 0 r' �° ter. f_ -.._.- ` .1_ ice` ;.- 7 ___.. __-_fi _... ___ j,••••• • A 1 A 0 r —} .rL • ■ SWITCHBOARDS SEE 0 W fif w / 1Nlili, E. SITE PLAN / AREA OF WORK NTS S II TIGARD TRIANGLE 20210184 MAR 202' Rea NO. !WI 11600 SW 72ND AVE TVR JCS V L M K TIGARD,OR 97223 °""'" `" "`°" ENGINEERING + DESIGN SITE PLAN / AREA OF WORK S-1 3933 SW Keay Avenue Portland,Oregon 97239 I te1:503 222 4453 I fax:503.248.9263 I www.vlmk.corn a~EE-aw 13'-6" o o 0 0RUCTURq .t ; CUMMINS"C60 D6C'GENERATOR,WT=8,990 LBS \5.' 00'I��FFS /0 SEE R-1 THRU R-7 tz� 4. % LC;p: . y II:. 5 359P r- /- STAINLESS STEEL EXPANSION ANCHORS ' 3/30/21 �� IN EXISTING HOLES,PERAnik z/ R-6 MPv 9 • 15 r "2-- �SONC. SP�\ 0 0 0 0 \ EXPIRES: 6/30/2022 w 6" ® 8"THICK SLAB ON GRADE WITH#5 REBAR AT 18"EACH WAY fMIN OVER MINIMUM 6"COMPACTED CRUSHED AGGREGATE BASE. CONTRACTOR TO VERIFY BOTTOM OF FOOTING TO BE A MINIMUM OF 18"BELOW FINISH GRADE ESl ) SLAB PLAN DETAIL - 112"= 1'-0" 5/8"x 4-1/4"EMBED STAINLESS STEEL EXPANSION ANCHORS 'SIMPSON STONG-BOLT 2'OR 'HILTI KWIK BOLT TT USE EXISTING ANCHOR HOLES, C60 D6C GENERATOR TYPICAL(10)PLACES WITH FUEL TANK AND SLAB THICKNESS AND 6" SOUND ENCLOSURE, t MIN t BY OTHERS REINFORCING PER PLAN 4L n . na n yin - h n - o n 1Th 0 I en 0 " J I • : . ' , 2 1L. 57 J #5 CONTINUOUS 3" TOP AND BOTTOM , „ CiNFOSE,PENALV CLR 6n :M�wum,y.m m.y.cervwmc,..wmdw.nm, aw or>,.>abw+r sae a u.. MIN ,M.,. .Ny'tlNun.aM 0.,.,.., rysaa2c y oM1lantl.re�n ABHT Structural Engineers 2 TURN DOWN SLAB EDGE DETAIL SJ 04/01'2D21 IS-2 1„= T_0" r VV TIGARD TRIANGLE 202101134 MAR 2021W M .NO PTE 11600 SW 72ND AVE TVR JCS TIGARD,OR 97223 KENGINEERING + DESIGNGENERATOR SLAB DETAIL S-2 S Kelry Avenue Portland,Oregon 97239 I tH:503.222Ae63 I fax 50324.9263 I meee.vlmk.com OTC Hazards by Location C-1 Search Information iQl Ho^d Rr Address: 11600 SW 72nd Ave,Tigard,OR 97223,USA Ydet"{�"r'n v=mr.,gver t1.7 246 fttry Coordinates: 45.4362348,-122.7507909 land H llsharo0 o Elevation: 246 ft heave on Gresham Timestamp: 2021.03.12T20:46:03.963Z claY si Mt.Hood National Forest Hazard Type: Seismic Reference Document: ASCE7-16 `psQ rile Map data 02021 Google Risk Category: II Site Class: D-default Basic Parameters • Name Value Description SS 0.868 MCER ground motion(period=0.2s) Si .395 MCEground motion eriod=1.Os t R (P ) SMS 1.042 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.694 Numeric seismic design value at 0.2s SA SDI "null Numeric seismic design value at 1.Os SA *See Section 11.4.8 •Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv "null Site amplification factor at 1.Os CRS 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.394 MCEG peak ground acceleration FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.868 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.978 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.395 Probabilistic risk-targeted ground motion(1.Os) S1UH 0.456 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 OTC Hazards by Location C-2 Search Information trf I-I:nd Ri• Address: 11600 SW 72nd Ave,Tigard,OR 97223.USA v=nrnitver F%1 246 ft Coordinates: 45.4362346,-122.7507909 t ` Hillsboro° tand nn„k • Elevation: 246ft 8na Eros Timestamp: 2021-03-12T20:45:26.143Z Mt. Flood National Forest Hazard Type: Wind '- } he GfY 4.30,:: f? Map data 02021 Gaogle ASCE 7.16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state 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 Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher.NOTE:For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. 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 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 report. VV L M K Project Tigard Triangle Job*: 20210184 20210184 By: TVR Dale: Mar 2021 Sheet C-3 v4.01 -Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - C60 D6C GENERATOR Based on the 2018 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: I x Sps = 0.694 g Design Spectral Response Acceleration S2 = 2.5 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3G 4 • - a° = 1.0 [ASCE Table 13.5-1 or 13.6-1] �cR Y Ro = 2.5 [ASCE Table 13.5-1 or 13.6-1] Ycg I° = 1.50 [ASCE 13.1.3] z = 0 ft Attachment height from base of structure • 1 z • - h = 20 ft Average roof height of structure from base I xc9I Wind Parameters: PLAN VIEW PHORIz. = 17.4 psf Design Wind Pressure (psf), 1.0W PUPLIFT = 16.6 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: cpcc Wo = 8,990 lbs Total Weight zcs X = 136.0 in Base Dimension (max) Y = 40.0 in Base Dimension (min) Z = 80,0 in Height of Unit SIDE VIEW Zcurb ' 0.0 in Height of Curb, where occurs Load Combinations: Xcu = 68.0 in Center of Gravity Seismic: Wind: Yo4 = 20.0 in Center of Gravity (0.9-0.2SDs)D + QE 0.9D + 1.0W Zoo = 53.3 in Center of Gravity (excluding curb) (0.6-0.14Sps)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a S W F„ = R ,U ° (1+2-h l= 1497 lbs 5. 1.6S„sIyNP = 14974 lbs OK P/ J >_ 0.3S„SI1,W„ = 2808 lbs Controls Base Shear, QV„E = 7019 lbs Seismic, S'E Wind: V„ , = 1312 lbs Wind, 1.0W Vu,BASE = 7019 lbs Seismic, RE = 1965 lbs (ASD, 0.7E) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 6.8 in ey = 2 in 1 68 4624 20 400 Mx-x = 47729 in-lbs My.y = 14038 in-lbs 2 68 4624 20 400 Y-Direction X-Direction 3 68 4624 20 400 V1,3 = 1930 lbs V1,2 = 1930 lbs 4 68 4624 20 400 V2,4 = 1930 lbs V3,4 = 1930 lbs 18496 1600 Wind: V1,2,3,4 = 328 lbs Max Vu,ANCHOR = 1930 lbs Seismic, RE = 540 lbs (ASD, 0.7E) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 374344 lb-in Seismic, OE Net Tension: Tx* = -1160 lbs Seismic, QE Mres,x = 465337 lb-in Seismic, OE Ty* = 2968 lbs Seismic, OE Mres,y = 136864 lb-in Seismic, S2E Wind: Mot = 52466 lb-in Wind, 1.0W Max TU,ANCHOR* = 2968 lbs Seismic, OE Mres,x = 550188 lb-in Wind, 1.0W = 180 lbs (ASD, 0,7E) Mres,y = 161820 lb-in Wind, 1.0W *Negative(-)values Indicate there is no net uplift For 10 anchors (See R-6) Max Vu,ANCHOR _ 772 lbs Seismic, RE Max T,,,ANCHOR 1187 lbs Seismic, RE i �A {. IYIK Project Tigard Triangle labs 20210184 By: PM Date: Mar 2021 Sheath C-4 v4.01-Software Copyright 2017 VLMK Consulting Engineers, All Rights Reserved. Wind Loads on Freestanding Non-Structural Elements Based on the 2018 International Building Code and ASCE 7-16 Section 29.3.1 I B I' x I x ` $ I Balance F s--i E-il4-* < D SOLID SIGN OR FREESTANDNG WALL S h CASE A t F WIND F I F 1 F WIND ivy CASE C GROUNp SURF A,h I ELEVATION VIEW F e�laD, s s WIND -� - .4-D.2 i�if.2_ 'I ---.34_1_4,i RANGE sr2 A i CASE B $ F F F h si2 i hn . C F 4, oss, F y f a �h-_ i , 1 •\i•min s,---h ^ h12 1 F PLANNEW OF WALL ORSIGNWITH R.20�, WIND i4 I A RETURN CORNER GROUND SURFACE RANGE /f sih-1 sm=1 / k B ? CROSS-SECTION VIEW PLAN VIEWS Wwr, DESIGN INPUT Exposure B Exposure category [Section 26.7.3] Ict = 1.00 Topographic factor [Section 26.8] V = 96 mph Ultimate wind speed (3-second gust) [Figures 26.5-1A, B, and C] h = 4.8 ft Height from ground level to top of sign or wall [Figure 29.3-1] s = 4.8 ft Vertical dimension of sign [Figure 29.3-1] B = 11.6 ft Horizontal dimension of sign or wall [Figure 29.3-1] Lr = 3.3 ft Horizontal dimension of return corner or wall [Figure 29.3-1] AG = 0 ft Total area of openings [Figure 29.3-1] Side Support If h <_ 3 feet, use Components and Cladding design provisions. BpGst = NA in NA, no supporting posts for walls or side supported signs Load Factor = 1.0 Ultimate = 1.0W loads, ASS = 0.6W loads ANALYSIS Asir = 55.68 ft gross area of wall or sign normal to wind direction E = 1.00 ratio of solid area to gross area [Figure 29.3-1] R.F. = 1.00 reduction factor for openings Reduction Factor = 1-(1-E)I 5 [Figure 29.3-1] Kh = 0.57 velocity pressure exposure coefficient [Section 26.10] Kd = 0.85 wind directionality factor [Table 26.6-1] Ke = 1.00 ground elevation factor [Table 26.9-1] qh = 16.0 psf velocity pressure qh = 0.00256KhKZIKdKeV2 (Equation 26.10-1) G = 0.85 gust effect factor, 0.85 for rigid structure [Section 26.11.1] Cf = 1.39 sign force coefficient for Cases A & B [Figure 29.3-1] Cf = 1.48 average sign force coefficient for Case C [Figure 29.3-1] ( 1.0W ULTIMATE LEVEL ) Cases A & B Case C Max. Case C Avg. NOTE: Cases A, 8,and C shall be considered p = 18.90 psf 26.07 psf 20.07 psf p = q a GC f F = 1052 lbs 1118 lbs 1118 lbs F = ghGCfA5 (Equation 29.3-1) Fax = 1118 lbs maximum total lateral force at supported edge Mmax = 8544 lb-ft maximum total moment at supported side Tmax = 0 lb-ft no torsion for side support condition, see moment above •• Project Title: Tigard Triangle Engineer: • Project ID: 20210184 C-5 Project Descr: File:EnerCacl_Slab.ec6 General Footing Software..y • ENERCALC,INC.1Bs3.2020,BiIa:1220.8.17 Lic.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Concrete Pad For C60 D6C Generator Code References Calculations per ACI 318-14, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf ffy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 r.f, Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base Is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 13.50 ft Length parallel to Z-Z Axis = 4.50 ft , Footing Thickness = 8.0 in Pedestal dimensions... x a px:parallel to X-X Axis = 136.0 in pz:parallel to Z-Z Axis = 40.0 in Height - in Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in • Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 9 Reinfordng Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.21 . Direction Requiring Closer Separation -., Bars along Z-Z Axis #Bars required within zone 50.0% #Bars required on each side of zone 50.0% Applied Loads _ D 4r L S W E H P:Column Load = 8.90 0.0250 k OS:Overburden = ksf M-xx = 8.50 k-ft M-zz = k-ft V-x = k V-z 4 1.10 k • Project Title: Tigard Triangle Engineer. 0 6 Project ID: 20210184 Project Descr: General Footingile: ,Cacl_Siab.8 1 Software cop � 1 ENERCALC,INC.INC198&202020,Buiki:12.20. . 7 Lic.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Concrete Pad For C60 D6C Generator DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2423 Soil Bearing 0.3635 ksf 1.50 ksf +D+0.60W about X-X axis PASS 3.60 Overturning-X-X 5.540 k-ft 19.943 k-ft +0.60D+0.60W PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 4.668 Sliding•Z-Z 0.660 k 3.081 k +0.60D+0.60W PAss ria Uplift 0.0 k 0.0 k No Uplift PASS 0.02698 Z Flexure(+X) 0.1204 k-ft/ft 4,462 k-ft/ft +1.40D PASS 0.02698 Z Flexure(-X) 0.1204 k-ft/ft 4.462 k-ft/ft +1.40D PASS 0.01377 X Flexure(+Z) 0.08144 k-ft/ft 4.462 k-ft/ft +1.20D+0.50S+W PASS 0.007821 X Flexure(-Z) 0.03490 k-ft/ft 4.462 k-fUft +1.40D PASS 0,02809 1-way Shear(+X) 2.307 psi 82.158 psi +1.40D PASS 0.02809 1-way Shear(-X) 2.307 psi 82.158 psi +1.40D PASS 0.01353 1-way Shear(+Z) 1.112 psi 82.158 psi +1.20D+0.50S+W PASS 0.007489 1-way Shear(-Z) 0.6153 psi 82.158 psi +1.40D PASS 0.01676 2-way Punching 1.747 psi 104.244 psi +1.40D Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phl*Mn Status k-ft Surface in^2 kr^2 In^2 k-ft X-X.+1.40D 0.03490 +Z Bottom 0,1728 Min Temp% 0.2067 4.462 OK X-X.+1.40D 0.03490 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D 0.02991 +Z Bottom 0,1728 Min Temp% 0.2067 4.462 OK X-X.+1.20D 0.02991 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+0.50S 0.02995 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+0.505 0.02995 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1,20D+0.50W 0.04566 +2 Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+0.50W 0.01417 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1.20D+1.60S 0.03002 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+1.60S 0.03002 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1.200+1.60S+0.50W 0.04577 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1.20D+1.60S+0.50W 0.01428 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1.20D+W 0.06140 +Z Bottom 0.1728 Min Temo% 0.2067 4.462 OK X-X,+1.20D+W 0.001580 -Z Too 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+0.50S+W 0.06144 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+1.20D+0.50S+W 0.001545 -Z Too 0.1728 Min Temp% 0.2067 4.462 0K X-X.+0.90D+W 0.05392 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+0.90D+W 0.009057 -Z Top 0.1728 Min Temo% 0.2067 4.462 0K X.X.+1.20D+0.20S 0.02993 +Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X.+1.20D+0.205 0.02993 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK X-X,+0.90D 0.02243 +Z Bottom 0,1728 Min Tema% 0.2067 4.462 OK X-X.+0.90D 0.02243 -Z Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.40D 0.1204 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.40D 0.1204 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D 0.1032 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D 0.1032 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+0.50S 0.1033 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+0.508 0.1033 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+0.50W 0.1032 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+0.50W 0.1032 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+1.605 0.1035 -X Bottom 0.1728 Min Temp% 0.2067 4.462 0K Z-Z,+1.20D+1.608 0.1035 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+1.60S+0.50W 0.1035 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+1.60S+0.50W 0.1035 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+W 0.1032 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+1.20D+W 0.1032 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+0.50S+W 0,1033 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+0.50S+W 0.1033 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+0.90D+W 0.07737 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+0.90D+W 0.07737 +X Bottom 0.1726 Min Temp% 0.2067 4.462 OK Z-Z,+1.20D+0.20S 0.1032 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK • • • Project Title: Tigard Triangle Engineer: • Project ID: 20210184 C-7 Project Descr: General Footing File:EnerCaci Slab.ec6 g Software.•. • I ENERCALC,INC.1983-2020,Bulid:12.20.8.11 Lic.#:KW-06002728 VLMK CONSULTING ENGINEERS DESCRIPTION: Concrete Pad For C60 D6C Generator Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Rsq'd Byrn.As Actual As Phl"Mn Status k-ft Surface in^2 in^2 In^2 k-ft Z-Z,+1.20D+0.20S 0.1032 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+0.90D 0.07737 -X Bottom 0.1728 Min Temp% 0.2067 4.462 OK Z-Z.+0.90D 0.07737 +X Bottom 0.1728 Min Temp% 0.2067 4.462 OK One Way Shear Load Combination... Vu©-X Vu +X Vu @•Z Vu iit+Z Vu:Max Phi Vn Vu 1 Phl"Vn Status +1.40D 2.31 psi 2.31 psi 0.62 psi 0.62 psi 2.31 psi 82.16 osi 0.03 OK +1.20D 1.98 osi 1.98 psi 0.53 psi 0.53 psi 1.98 psi 82.16 psi 0.02 OK +1.20D+0.50S 1.98 psi 1.98 osi 0.53 osi 0.53 psi 1.98 psi 82.16 psi 0.02 OK +1.200+0.50W 1.98 osi 1.98 psi 0.24 osi 0.82 psi 1.98 osi 82.16 psi 0.02 OK +1,200+1.60S 1,99Psi 1.99osi 0.53Psi 0.53Psi 1.99osi 82.16psi 0.02 OK +1.200+1.60S+0.50W 1,99psi 1.99psi 0.24psi 0.82ps1 1.99osi 82.16psi 0.02 OK +1.20D+W 1.98osi 1.98osi 0.06osi 1.11 psi 1.98psi 82,16psi 0.02 OK +1,200+0,50S+W 1.98psi 1.98psi 0.06osi 1.11 psi 1.98psi 82.16psi 0.02 OK +0.90D+W 1.48 psi 1.48 psi 0.19 osi 0.98 osi 1.48 psi 82.16 psi 0.02 OK +1,200+0.20S 1,98 psi 1.98 osi 0.53 osi 0.53 psi 1.98 psi 82.16 psi 0.02 OK +0.90D 1.48 osi 1.48 psi 0.40 psi 0.40 psi 1.48 psi 82.16 psi 0.02 OK Two•Way"Punching"Shear All units k Load Combination... Vu PM'Nn Vu 1 PhI"Vn Status +1.40D 1,75 psi 104.24psi 0.01676 OK +1.20D 1.50 psi 104.24psi 0.01437 OK +1.20D+0.50S 1,50 osi 104.24psi 0.01438 OK +1.200+0,50W 1.50 psi 104.24psi 0.01437 OK +1.200+1.605 1.50 psi 104.24psi 0.01442 OK +1.200+1.60S+0.50W 1,50 osi 104.24osi 0.01442 OK +1.20D+W 1.50 psi 104,24psi 0.01437 OK +1.20D+0.50S+W 1.50 psi 104.24psi 0.01438 OK +0.900+W 1.12 psi 104.24osi 0.01077 OK +1.200+0.208 1.50 psi 104.24psi 0.01437 OK +0.90D 1.12 osi 104.24osi 0.01077 OK • C-8 SIMPSON Anchor Designer TM Company: Date: 3/12/2021 Engineer: Page: 1/5 Software Project: Version 2.9,7376.3 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:20210184 Customer contact name: Anchorage Design for seismic restraint of CUMMINS Generator Customer e-mail: Location: Comment: Fastening description: 2,Inout Data Anchor Parameters General Base Material Design method:ACI 318.14 Concrete:Normal-weight Units:Imperial units Concrete thickness, h(inch):8.00 State:Cracked Anchor Information: Compressive strength, (psi): 2500 Anchor type:Torque controlled expansion anchor W v: 1.0 Material:Stainless Steel Reinforcement condition: B tension,B shear Diameter(inch): 0.750 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.250 Reinforcement provided at corners:No Effective Embedment depth, he(inch):3.500 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad: No hmio(inch):6.90 cac(inch): 8.00 Cain(inch):6.00 SN"(inch):6.50 Recommended Anchor Anchor Name:Strong-Bolt®2 Stainless Steel-3/4"0 SS Strong-Bolt 2,hnom:4.25"(108mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone;925.560.9000 Fax 925.847.3871 www.strongtie.com • C-9 SIMPSON Anchor DesignerTM Company: Date: 3/12/2021 Engineer: Page: 2/5 " -wr`xt ,,` Software •a Project: ,,,t:70= yr !_ ';;: Version 2.9.7376.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set I Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[IN: 1187 VuaK(IN:772 Vuey(lbj:0 <Figure 1> I 1187 Ib 'sKi ggy{p V�y��y��,,y�+ 0 lb r � r a^ _,1f r 772 lb ,a ��,q r_ X 4 AA7 t= [ F s `dr z l < S F4.!4s C Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON AnchorSoftware Designer'T" Company: Date: 3/12/2021 C-10 • Engineer: Page: 3/5 Stra V Tie Project: Version 2.9.7376.3 Address: w Phone: E-mail: <Figure 2> r 4"'f 1 ,a ' a l ,3 S • b • sx� r m i � pW yd)q§� rn� � A 'r 7t f t5 a 5 3` 1t I z I xcl t e$ }i 1 kJ � �,_, o'i� r L c4 ,t 1 i4 " �`s A 3 r t t i,, S ° Y Y+ kt ",,t 11 °lei i ! s r s,4aSj {r yr; e g ) Y �� .tF"I! 4 ; }� �" 1 a f,1.) V S }Y iy ,Y sri - 1 1'1 x9$Y sg,fa:' xzr"'"1, 6 . {{y rl � a ‘ rS P'44y i 7 r ,a14 r Yy � �r§'�'� ?r Y. '� 6�' . �P erl a r t ' s�{i¢4 icl 5 st be checked for plausibility. Input data and results must be checked for agreement wllh the existing circumstances,the standards and guidelines mu 5956 W.Las Positas Boulevard Pleasanton,CA 9458R Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com • _ C-11 SIMPSON Anchor Designer TM Company: Date: 3/12/2021 SoftwareEngineer: Page: 4/5 StrongTie Version 2.9.7376.3 Project: Address: at Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuex(Ib) Vuay(lb) NI(Vuax)2+(Vuey)2(Ib) 1 1187.0 772.0 0.0 772.0 Sum 1187.0 772.0 0.0 772.0 Maximum concrete compression strain(Too):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1187 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis, e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch): 0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec. 17.4.11 Nsa(Ib) ONsa(Ib) 25650 0.75 19238 a.Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.2) Nb=kc2a'ifcher1 s(Eq. 17.4.2.2a) kc .1a fc(psi) her(in) Nb(Ib) 17.0 1.00 2500 3.500 5566 0.750Ncb=0.754(ANc/AN s)'Paa,N'Yc,W Pon.NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in, ce,,uM(in) �YedN Y'N 'Yop,N Nb(Ib) 0.750Ncb(Ib) 110.25 110.25 - 1.000 1.00 1.000 5566 0.65 2713 6.Pullout Strength of Anchor in Tension 1$ec.17.4.3) 0.750Npn=0.750We.p2aNp(rc/2,500)p(Sec. 17.3.1, Eq. 17.4.3.1 &Code Report) VaP A Np(Ib) fc(psi) n 0.750Nps(lb) 1.0 1.00 5499 2500 0.50 0,65 2681 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.slrongtie,com SIMPSON Anchor Designer TM Company: Date: 3/12/2021 i C 12 Engineer: Page: 5/5 Software Project: Version 2.9.7376.3 Address: Phone: E-mail: 8.Steel Strenath of Anchor in Shear(Sec.17.5.1) V.,(lb) rbgrour 0 09rour0V58(Ib) 13620 1.0 0.66 8853 10.Concrete Plyout Strength of Anchor In Shear(Sec, 17.5.3) I6Vcp=qlkcpNc6=tdkco(ANc/ANm)9'ad.N'Yc.N`fcp,NNd(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(in2) ANm(in2) Vecl,N Y'cN SCAN Nb(lb) 93 OVcp(Ib) 2.0 110.25 110.25 1.000 1.000 1.000 5566 0.70 7792 11.Results interaption of Tensiltand Shear Forces(Sec.17.6.) Tension Factored Load,Nua(Ib) Design Strength,eNn(Ib) Ratio Status Steel 1187 19238 0.06 Pass Concrete breakout 1187 2713 0.44 Pass Pullout 1187 2681 0.44 Pass(Governs) Shear Factored Load,Via(lb) Design Strength, oV,,(lb) Ratio Status Steel 772 8853 0.09 Pass Pryout 772 7792 0.10 Pass(Governs) Interaction check N,a/¢k V,a/iV Combined Ratio Permissible Status Sec. 17.6..1 0.44 0.00 44.3% 1.0 Pass 3/4"0 SS Strong-Bolt 2,hnom:4.25"(108mm) meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -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 existing circumstances,the standards and guidelines must be checked for plausibility, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone;925.560.9000 Fax:925,847.3871 www.stronglie,com VLMK Project: Tigard Triangle kb# 20210184 By: TVR Date: Mar 2021 Sheet# C-13 v4.01 -Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - Switchboard Based on the 2018 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: I x SDs = 0.694 g Design Spectral Response Acceleration 0 = 2.5 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 ,{�c� 4 • as = 1.0 [ASCE Table 13.5-1 or 13.6-1] Rp = 2.5 [ASCE Table 13.5-1 or 13.6-1] Yc *cR Y Io = 1.50 [ASCE 13,1.3] s z = 0 ft Attachment height from base of structure • 1 2 • - h = 20 ft Average roof height of structure from baseI xc9 Wind Parameters: PLAN VIEW PHoRrz. = 17.4 psf Design Wind Pressure (psf), 1.0W PUPLTT = 16.6 psf Design Wind Pressure (psf), 1.0W .1.c Mechanical Unit Parameters: t-}} Wp = 725 lbs Total Weight t Zog X = 38.0 in Base Dimension (max) , ' Y = 30.0 in Base Dimension (min) Z = 90.0 in Height of Unit SIDE VIEW Zcurb = 0.0 in Height of Curb, where occurs Load Combinations: Xoo = 19.0 in Center of Gravity Seismic: Wind: Yro = 15.0 in Center of Gravity (0.9-0.2SD5)D + OE 0.9D + 1.0W Zrq = 60.0 in Center of Gravity (excluding curb) (0.6-0,14SDs)D + 0.7E 0.6D + 0,6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seisrpic: F p = (1+0.4anS°SWo2-z _ 121 Ibs < 1.6S„SI„Wp = 1208 Ibs OK Rr Io h >_ 0.35,)SIc,We = 226 lbs Controls Base Shear, S Vue = 566 lbs Seismic, OE Wind,: Vuw = 412 lbs Wind, 1.0W V,,,BASE = 566 lbs Seismic, DE = 247 lbs (ASD, 0.6W) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 1.9 in ey = 1.5 in 1 19 361 15 225 Mx_x = 1075 in-lbs My.y = 849 in-lbs 2 19 361 15 225 Y-Direction X-Direction 3 19 361 15 225 V1,3 = 156 lbs V1,2 = 156 lbs 4 19 361 15 225 V2,4 = 156 lbs V3,4 = 156 lbs 1444 900 Wind: V1,2,3,4 = 103 lbs Max VU,ANcnoR = 156 lbs Seismic, DE = 62 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 33963 lb-in Seismic, S2E Net Tension: Tx* = 309 lbs Seismic, OE Mres,x = 10486 lb-in Seismic, QE Ty* = 428 lbs Seismic, OE Mres,y = 8278.1 lb-in Seismic, OE Wind: Mot = 18554 lb-in Wind, 1.0W Max Ti,ANCHOR* = 428 lbs Seismic, DE Mres,x = 12398 lb-in Wind, 1.0W = 96 lbs (ASD, 0.6W) Mres,y = 9787.5 lb-in Wind, 1.0W *Negative(-)values Indicate there is no net uplift C-14 SIMPSON Anchor DesignerTM Company: Date: 3/12/2021 � ,,_, Engineer: Page: 1/5 ` Software Project: Otte ;, 1 -•T, Version 2.9.7376.3 Address: Phone: E-mail: I Project information Customer company: Project description:20210184 Customer contact name: Anchorage Design for seismic restraint of Switchboards Customer e-mail: Location: Comment: Fastening description: 2.Inuut Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(Inch):5.00 State:Cracked Anchor Information: Compressive strength,I",(psi):2500 Anchor type:Torque controlled expansion anchor Wc,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.750 Reinforcement provided at corners:No Effective Embedment depth, hei(inch):2.250 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad:No h,ri„(inch):4.00 c.(inch):6.00 C",m(inch):4.67 Sr,,,,,(inch):2.75 Recommended Anchor Anchor Name:Strong-bolts 2-1/2"0 CS Strong-Bolt 2,hnom:2.75"(70mm) Code Report ICC-ES ESR-3037 4110 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9060 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM company: Date: 3/12/2021 C-15 Engineer: Page: 2/5 Software Project: Version 2.9,7376.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 31 B 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(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:428 V.[lb]: 156 VAay[lb]:0 <Figure 1> 428 lb 0 lb ,J.; 156 It) • 4CI E4 1, dY �r r �� Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94688 Phone:925.560,9000 Fax:925.847.3871 www,strongtie,corn "' Company: SIMPSON Anchor DesignerTM 3/12/2021 C-16 Engineer: Page: 3/5 °Nr PJ. Software Project: ; 0 C rzr 9 i Version 2.9.7376.3 Address: x Phone: E-mail: <Figure 2> ra > , 144 "1h o- `� x S 'a rf. rts di � l �ig te FA L ¢ +Nx te s Aiii.*. r 3l Y sq1,,134: ' mrr�f ) ,T ,. u 1�]1rss,, 1. d" ay �+Y a3�'"fP 'A•-r4' x ki r a r,` 4 k-;t"•:,',1,,40,4•,t,,4,,,,4,,4v1',e.ty:,'#-4,i4i b''1 L o r 5" �5 4 tf f '� $` 4'9 v J¢ n x t Fg-1 + r .ade P N F, Aft : k ,,„.. ,erovp,,Ir nk�:�� -4� > qsA " ,,gii1y ,-.44viz''1,y%i zd, �.;1114ii�,,n�{ryt Vri, x a 444 a s'11 ,d x(��,V �y e44rs hces� P18.2`1pMI. l � v^ N 't alea t at` 1&� to s,h 1t y ro d s,°' ''�++.D -.1 �i aDS( isy v w ,,�'. r .t+i e ikk�s x*r x . ,A 4 Pyrt ...� FMiA ` W'.' Vr� �a� ,1,,. S `x 3ti.t J in nY1} ;.: ,. Yn ' ,� "P s,g ,A� der r i i' ,,,'(--.:::s1Y'#„iie- f�5? ri. : 4,t£ �:k k a i,s` Ni,;' id, i Fp,1,,M , ,lo $M; $— _...,.. _. ;,,,.e.._... Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausbility, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:92b.56p.9000 Fax:925.847.3871 wwwstrongtie.com C-1 7 SIMPSON Anchor Designer TM Company: Date: 3/12/2021 Software Engineer: Page: 4/5 St�M131wrr1e Project: Version 2.9.7376.3 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuex(Ib) Vwy(Ib) I(Vo x)2+(Vpey)2(Ib) 1 428.0 156.0 0.0 156.0 Sum 428,0 156.0 0.0 156.0 Maximum concrete compression strain(%c):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):428 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in yaxls,e'Ny(Inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Ma(Ib) ONse(Ib) 12100 0.75 9075 5.Concrete Breakout Strength of Anchor In Tension(Sec.17.4.2) Nb=kaloi che' b(Eq. 17.4.2.2a) fc(psi) her(in) Nb(Ib) 17.0 1.00 2500 2.250 2869 0.750Na=0.750(ANc/ANco)1'ed,N 1 c N 1'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 a) ANc(in2) ANco(in2 comm(in) 1'ed,,N Tam 1'pp,N Nb(Ib) 0.75fiNcb(Ib) 45.56 45.5E - 1.000 1.00 1.000 2869 0.65 1399 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Np =0.7501'epAsNp(fc/2,500)0(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) 1'c,P A® Np(lb) fc(psi) n 0.750Np„(lb) 1.0 1.00 2870 2500 0.50 0.65 1399 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson tn:;. 5968 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:923.580.9000 Fax:925,847.3871 www.strongtie.com C-18 SIMPSON Anchor Designer TM Company: Date: 3/12/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.3 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.(Ib) 08o,n 09,0141/s,(Ib) 6510 1.0 0.65 4232 10.Concrete Pryrout Strength of Anchor in Shear(Sec. 17.5.3) ¢VcP=g/kopNDo=0kcp(AND/ANDD)Ved.N Fc,NTDpNN6(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp AND(in2) ANca(in2) Y'ad,N Y'c,N Yeo,N ND(Ib) ¢. tVcp(Ib) 1.0 45.56 45.56 1.000 1.000 1.000 2869 0.70 2008 11.Results intern tion of Tensile and Shear Forces(Sec.17.6,1 Tension Factored Load,N.(Ib) Design Strength, eN,(Ib) Ratio Status Steel 428 9075 0.05 Pass Concrete breakout 428 1399 0.31 Pass(Governs) Pullout 428 1399 0.31 Pass Shear Factored Load,Vve(Ib) Design Strength,eVr(Ib) Ratio Status Steel 156 4232 0.04 Pass Pryout 156 2008 0.08 Pass(Governs) Interaction check NA/rdN, Combined Ratio Permissible Status Sec. 17.6..1 0.31 0.00 30.6% 1.0 Pass 1/2"G CS Strong•Bolt 2,hnom:2.75"(70mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -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 existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • 38 FOR REFERENCE ONLY .4P R-1 VMC GO ., P Lod` THE POWER OF TOGETHER CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Certification No. ��gt7 v VMA-51 071 -01C (Revision 7) Expiration Date: 6/30/2021 Certification Parameters: The nonstructural products(mechanical and/or electrical components)listed on this certificate are CERTIFIED'FOR SEISMIC APPLICATIONS in accordance with the following building code2 releases. IBC 2012,2015,2018 The following model designations,options,and accessories are included In this certification.Reference report number VMA-51071-01 as issued by The VMC Group for a complete list of certified models,included accessories/options,and certified installation methods. Cummins Power Generation, Inc.; Diesel Gensets Commerical Series; 10kW-200kW The above referenced equipment Is APPROVED for seismic application when properly installed3,used as intended,and contains a Seismic Certification Label referencing this Certificate of Compliance .As limited by the tabulated values,below grade,grade,and roof-level installations, installations in essential facilities,for life safety applications,and/or of equipment containing hazardous contents are permitted and included in this certification with an Equipment Importance Factor assigned as Ip=1.5.The equipment is qualified by successful seismic shake table testing at the nationally recognized Dynamic Certification Laboratories under the witness of the ISO Accredited Product Certification Agency,the VMC Group. Certified Seismic Design Levels Importance 1,s 1.5 z/h s 1.0 z/h = 0.0 Certified Soil Classes A-E IBC Risk Categories I-IV Sin 5 2.000 g Sos 5 2.500 g Design Categories A-F Certified Seismic Installation Methods Rigid Mounting From Unit Base To Rigid Structure HEADQUARTERS t�3 Main S CALIFORNIA TEXAS thevmcgroup_com Biocmingdale,N.t 07403 180 Promenade Circle 11930 Brittrnoore Park Drive Phone 973 8.381780 Suite 300 Houston,TX 77041 ADVANCED (( ))DCL -011 Free'.800.5698423 Sacramento,CA 95834 Phone: 713.466.0003 ANTIVIBRA1IBN Pa, 973r9Z8430 Phone.916.634.7771 Fax 713,466:1355 102S-103387 Rev17 Page 1 of 3 38 39 FOR REFERENCE ONLY \' R-2 6116 V M C G (1) , 3 Co%)4(‘S 0 C THE POWER OF TOGETHER a CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Certified Product Table: Model Power RPM Max Max Max Max Weight with Certified Sas(9)@ Sus(g)@ Rating Length Width Height Enclosure(lbs.) Fuel Tank z/h=0.0 z/h=1.0 (in) (in) (in) Capacities 1 (gal.) -t C10 D6 10 kW ; I i i 4300 -I i 98 I-- 46,74,91,132, C15 D6 15 kW I 1 i i I 4400 195,263 C20 D6 20 kW 4470 C25 D6 25 kW 34 88 I 2 .-I 5890 F--_ . C30 D6 30 kW i i 5930 131 I i-- 74,132,195,263, C35 D6 35 kW 1800 1 5960 389 C40 D6 40 kW 1 i I 6140 C50 D6 50 kW I F 6260 I I I I 1 C60 D6 60 kW I i 1 I I- -I I I + --F---- - C50 D6C ! 80 kW i i I 8943 i C60 D6C 60 kW j� 170 40 I 104 I- 8990 250�425,625 C80 D6C 80 kW i i I 9040 i -.I C100 06C 100 kW i I 9216 I 2 5 E. -I C125 06C 125 kW 9300 1 1- -F f- -i- - C125 D60 1 1 C150 060 150 kW 180 71 111 l 14300 1 351,737,1055 C175 06D 175 kW �' i I 1 I 1 C200 06D 200 kW 1 Group Type Sos(z/h=0) SOS(z/h=1) AFlex-a ARIA-H AFtex,V ARy.v Fp/Wp Seismic AC156 2.5 2 3.2 2.4 1.667 0.675 2.4 This certification includes the open generator set and the enclosed generator set when installed with or without the sub-base tank.This certification also includes the sub-base tank as a stand-alone accessory.The generator set and included options shall be a catalogue design and factory supplied.The generator set and applicable options shall be installed and attached to the building structure per the manufacturer supplied seismic installation instructions.This certification excludes all non-factory supplied accessories,including but not limited to mufflers, isolation/restraint devices,remote control panels,remote radiators,pumps and other electrical/mechanical components. 7 `Eo V m, y VMA-51071-01 C(Revision 7) Issue Date: Friday,July 3,2015 VMG Revision Date:Tuesday,June 23,2020 Expiration Date:Wednesday,June 30,2021 1023-103387 Rev17 Page 2 of 3 39 40 FOR REFERENCE ONLY �� R-3 1►V VMC GROUP �'`� THE POWER OF TOGETHER • CERTIFICATE OF COMPLIANCE SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS AND SYSTEMS Notes&Comments: 1.All equipment listed herein successfully passed the seismic acceptance criteria for shake testing non-structural components and systems as set forth in the ICC AC-156.The Test Response Spectrum(TRS)enveloped the Required Response Spectrum(RRS)for all units tested.The units cited in this certification were representative sample(s)of a contingent of models and all remained captive and structurally sound after the seismic shake simulation.The units also remained functionally operational after the simulation testing as functional testing was completed by the equipment manufacturer before and after the seismic simulations, Although a seismic qualified unit inherently contains some wind resisting capacity,that capacity Is undetermined and Is excluded from this certification.Snow/Ice loads have been neglected and thus limit the unit to be installed both indoors(covered by an Independent protective structure)and out of doors(exposed to accumulating snow/ice)for ground snow loads no greater than 30 psf for all applications. 2.The following building codes are addressed under this certification: IBC 2018 referencing ASCE7.16 and ICC-ES AC-156 IBC 2015 referencing ASCE7.10 and ICC-ES AC-156 IBC 2012 referencing ASCE7-10 and ICC-ES AC-156 3.Refer to the manufacturer supplied installation drawings for anchor requirements and mounting considerations for seismic applications.Required anchor locations, size,style,and load capacities(tension and shear)may be specified on the Installation drawings or specified by a 3rd party.Mounting requirement details such as anchor brand,type,embedment depth,edge spacing,anchor-to-anchor spacing,concrete strength,special Inspection,wall design,and attachment to non-building structures must be outlined and approved by the Engineer of Record for the project or building.Structural walls,structural floors,and housekeeping pads must also be seismically designed and approved by the project or building Structural Engineer of Record to withstand the seismic anchor loads as defined on the installation drawings.The installing contractor Is responsible for ensuring the proper installation of all anchors and mounting hardware. 4.For this certificate and certification to remain valid,this certificate must correspond to the"Seismic Certification Label'found affixed to the unit by the factory.The label ensures the manufacturer built the unit in conformance to the IBC seismic design criteria set forth by the Certified Seismic Qualification Agency,the VMC Group, and meets the seismic design levels claimed by this certificate. 5.Mechanical,Electrical,and Plumbing connections to the equipment must be flexibly attached as to not transfer load through the connection.The structural integrity of any conduit,cable trays,piping,ductwork and/or flexible connections is the responsibility of others.This certification does not guarantee the equipment will remain compliant to NEMA,IP,UL,or CSA standards after a seismic event, 6.This certificate applies to units manufactured at: 1400 73rd Ave NE,OF 143,Minneapolis,MN 55432 John P.Giuliano,PE President,VMC Group Fn VMA-51071-01C(Revision 7) Y Issue Date: Friday,July 3,2015 Revision Date:Tuesday,June 23,2020 `mc Expiration Date:Wednesday,June 30,2021 1025-103387 Rev17 Page 3 of 3 40 FOR REFERENCE ONLY Specification sheet R 4 CP Dual wall sub-base diesel fuel tanks - .;1 10-200 kW generator sets Description Cummins®offers two series of fuel tanks (basic series and regional series)for the 10-125 kW diesel generator sets. The "basic"series of fuel tanks provide economical solutions for areas with no or minimal local/regional code requirements on diesel fuel tanks. The footprint of"basic"tanks matches the generator set's footprint. The"regional"series of fuel tanks provide flexible and upgradable solutions for areas with extensive local/regional code requirements on diesel fuel tanks. The footprint of the'regional"series of fuel tanks extends beyond the generator set to allow room for installation of optional features at factory or accessories in the field for meeting local/regional code requirements or customer specification on diesel fuel tanks. All fuel tanks and optional features are compatible with factory installed enclosures. These tanks are constructed of heavy gauge steel and include an internally reinforced baffle structure for supporting the generator set.The fuel tank design features fewer seams and welds for better corrosion resistance performance. These tanks are pre-treated with a conversion coating and then finished with a textured powder paint.The paint has superior UV and chemical resistance with best-in-class adhesion, flexibility, and durability to resist chipping and substrate corrosion. Both interior compartments are treated with a rust preventative for extended corrosion protection. These tanks are UL and ULC Listed as secondary containment generator base tanks. Inner and outer containments are leak checked per UL and ULC testing procedures to ensure their integrity. These fuel tanks are offered in various sizes to satisfy different fuel capacities requirements. Compatible generator set model Engine D1703M V2203M 4BT3.3-G5 4BTAA3.3-G7 QSB5-G5 QSB7-G5 C10D6 C20D6 C25D6 C50D6 C5OD6C C125D6D `-? C15D6 C30D6 C60D6 C60D6C C150D6D Generator set C3506 —__C600-6C-- C175D6D model names . - C40D6 C100D6C C200D6D C125D6C Regional tanks FOR REFERENCE ONLY Generator Actual set Fuel run Actual R-5 Standby consumption Tank Minimum Tank Nominal Tank time run power Generator Engine (100%load, feature run time dimensions dry usable w/o time output set model model Standby) code feature (L x W x H) weight* volume OFPV w/OFPV kW gal/hr hr inch lbs qal hr hr C301.2 24 154 x 40 x 22 1388 250 41-�.--�39 " nd303:'2'.�'. 48�.. .Yg4 x 40 is 32 1657 -.'_1 _ 1,r.5._._ �_.-7b. ._...68_ _. 60 C6006C OSB5-G5 6.10 0305-2 72 154 x 40 x 46 2096 625 102 97 C307-2 96 154 x 40 x 46 2096 625 102 97 Regional fuel tanks Standard features: Fuel level gauge-Provides direct reading of fuel level. UL 142 and ULC-S601 listed-Minimum 110% Top mounted. secondary IBC 2012 and 2015 certified-All optional Electric fuel level sender with gauge-Allows features are seismically certified with this range of tanks remote electrical monitoring of fuel tank level. Flying and generator sets. Requires factory-installed 2 ft vent leads for customer connection. extensions or higher. Tank to foundation clearance-2-inch bolt-thru risers allow UL 142& ULC-S601 listed-Minimum 125% visual inspection under tank including rodent barrier. secondary containment capacity. Spill containment box for fuel fill-5 gallon capacity NFPA&IFC-Capable of meeting NFPA 30, NFPA with integral drain(to tank). Lockable lid. 110, and IFC codes with available factory-installed Overfill prevention valve-Shuts off fuel flow during filling optional features. at approximately 95%full*. Includes fill clown tube, as Emergency pressure relief vents-Ensure adequate needed,to terminate within 6"of the bottom of the fuel ventilation of the primary and secondary tank compartments tank. Uses a 2 inch type"F"cam lock adapter for filling. under extreme temperature and emergency conditions. High fuel switch - Activates at 90% of full fuel level. Normal atmospheric vent-"Mushroom"style vent Flying leads for customer connection. F ensures adequate venting of the primary tank during fill, High fuel alarm panel-Provides audible&visual generator set running, and temperature variations. Raised alarm when fuel level reaches 90%of full fuel level. .1 "' above fuel fill. f f Fill drop tube-Terminates fuel fill location within 6"of Raised fuel fill- Includes lockable sealed fuel cap. the bottom of the fuel tank. h Lifting eyes-Allow lifting of fuel tank with generator Vent extensions - Terminate normal and emergency , set installed. vents (both primary and secondary) a minimum of 12 ft ;, fU "' Optional features: above the bottom of tank. vi;, j,yi Secondary containment basin switch(rupture switch)- Seismic vent extensions-2 ft normal and emergency -., ;? Activates a warning in the event of a primary tank leak. (both primary&secondary)extensions to meet ti "' ` '' Side Mounted. IBC/OSHPD seismic requirements. rI Low fuel level switch -Activates a warning when 40% ii; l" of the fuel is left in the tank. ;1 , The OFPV inherently shuts off fuel at approximately 2"below the top of the fuel tank.Some tanks will shut off below this 95%fill level. -- Primary Emergency Vent Low Fuel ..' • `- Snitch Secondary t Emergency Vent rit► ��Normal Vent k� Fuel Gauge I Spill Box(shown with k Overfill Prevention Valve) / Lifting Eyes ,fr rt r o ✓�, s High Fuel Alarm Panel la-ad.-.1 4 I 3 44 2 I 1 • 51 MA.:aass ISTI vr5Ill1oil 1Rrm i7 011RITAT,st 1o2: as;a all ¶atR -J cc II I OW�T`M4451[IC"m i Z • O ©IIN VIT FERLL[I 22'11VS ma P11(1 Gl{`La®®. 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"o tl .R ~ 331 3I, 01.31 1 /II.Y 21 1 4NOWLIRln En ME IAlIU110111 - A t - - • 3I [21 A III) (II.212 SWITH VENT EXTENSIONS/ Ti_Y1 .1 ,at, --- Wit niE.TANK 4 -. I 3 1. 2 ' -Ismilicium7 ARR; 15I t AKSASKI • 52 Drawing Name:A0548565 Revision:l Part Name:A0548564 Revision:I • ECO-173968 Sheet 2 of - FOR REFERENCE ONLY R-8 13J I Blank Door' I P I UL I r o o -2 10 11 ®SPD I SECT 3 D 0 a s D 0 e 2, . NGS I El3NGS l_ ..I • I I NGS • Front View Struct 1 1 2 1 3 * 4 * Depth 30 30 30 30 Width 36 38 36 45 Power Flow ^ (fl , See 1A32043 For See 1A32043 For Floor Plan Detail Floor Plan Detail Floor Plan Top/Bottom Top/Sodom Rear cable Exit Cable Exit A A A 2400 12.00 250 1200 2.50 300 .. y V 4. v ,k R f f C $) ► � 4 39 y 4.-3 00 —0 4—3.00 4—3.00 Total of 4 Structures,Total Weight of 2512 WeIght-Lbs. Total of 4 Structures,Total Width of 155 Inches Structure 1 2 3 4 Ship-Inches 36.00 38.00 36.00 45.00 Ship-MM 914 965 914 1143 Wdth-Inches 36.00 38.00 36.00 45.00 Wdth-MM 914 965 914 1143 Depth(Inner)-In. 30.00 30.00 30.00 30.00 Depth(Inner)-MM 762 762 762 762 Depth(Outer)-In. 30.00 30.00 30.00 30.00 Depth(Outer)-MM 762 762 762 762 Height-Inches 90.00 90.00 90.00 90.00 Height-MM 2286 2286 2286 2286 Weight-Lbs.(Est,) 520 725 617 650 Weight-Kg.(Est.) 235 328 279 294 _ , The information on this document Is PREPARED BY DATE created by Eaton Corporation.It Is Justin Wheeler 6/1212020 Eaton SumterSC disclosed In confidence and It is only to be used for the purpose In which It Is APPROVED EY DATE JOB NAME La Londe-Tigard Triangle-E7580503X0K1 supplied. DESIGNATION MDS1 VERSION TYPE DRAWING TYPE 9.0.24.7 Switchboards CustAppr NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET ET580503x0K1.0002 0 DwgA 001 3 of 5 FOR REFERENCE ONLY R-9 REVISION 1 DECR#6045 2 NEMA 1 ENCLOSURE REMOVED FREE .63 DIA. HOLES STANDING 8 WALL i VIEW "A" (TYPICAL) SECURED FROM NEMA 1 NOTE. MLAMMC 2/20/14 { REAR REAR RR#6117 3 5.25 ADDED DETAIL A \ 0 0 MLA/DSF 5/2/14 DECR#6155 4 CORRECTED DATE ON REV 3 NOTE. MLA HMC 8/27/14 0 0 0 5.25 1 -« 2.42 FRONT 2.42 r FRONT 2.42 WIDTH WIDTH 1.- SINGLE STRUCTURE OR FIRST EACH ADJACENT STRUCTURE IN LINEUP STRUCTURE IN LINEUP FLOOR ANCHOR PLAN ANCHOR BOLT V BOTTOM INTERNAL .. , FRAME ASS'Y a fb (TYPICAL) PIPE SPACER (TYPICAL) 1/2" x 2.75" EMBED EXPANSION ANCHORS VIEW "A" ARE ADEQUATE TO SECURE SWITCHBOARDS NOTES: SEE SHEETS C13-C-18 MOUNTING HARDWARE CHARACTERISTICS AS SEISMIC TESTED. SAE GRADE 5 BOLTS, 1/2" —13. TORQUE VAULE = 60 FT—LBS., 1.375 OD WASHER DATE THE INFORMATION ON THIS DOCUMENT DFrR DRH 09/12/13 ITN SUMTER, SC IS ISC DISCLOSEDCD BY EATONCONFIDENCE DECATION. AITPPD DATE TITLE ENGINEERING DATA SHEET SEISMIC BOLT DOWN AND NLY IN SDFORMLA 09/12/13 PATTERNS PRLC/PRLi SWITCHBOARDS IS INNY WHICH BE USED FOR THED. APPD DATE TYPE PURPOSE IT IS SUPPLIED. SWITCHBOARD FEDERAL. ID NO PRODUCT CODE REVISION G.O. DWG SHEET 4 STANDARD 1A32496 1 OF 1 FOR OFFICE USE ONLY—SITE ADDRESS: 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 i i t,A R tD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatler DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Riley McCoy MAY 12 202 COMPANY: Bremik Construction CITY OF TIGAHiu PHONE: 503-351-9261 BUILDING DIVI$ft EMAIL: RMCCOY@BREMIK.COM RE: 11600 SW 72ND AVE 13UP2019-00343 (Site Address) (Permit Number) TIGARD TRIANGLE (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: kltt‘ki,r ,srta S ttei-me4A Siesrt.i C 4104+41.Mt ti 4s FOR OFFICE USE ONLY Route o Permit Technici . Date: 6- 8- al Initials: 'II Fees Due: Y No Fee Description: Amount Due: ii gr jOich re-V.; eV $ i/ S S Special Instructions: Reprint Permit(per PE): El Yes No c/ Done jr/e ._ Applicant Notified: „Date: (i_(1 f j / Initials: Opr.•,r• OFFICE COPY1. • SUBMITTAL PACKAG , ing Page 1 RE J\4 T K I DATE: 3/24/2021 FOR APPROVAL PACKAGE NUM: 075 CONSTRUCTION Bremik Construction Inc. PACKAGE REV: 0 19027--Tigard Triangle SPEC#: 076000 To: Dave Mojica From: Riley McCoy Scott Edwards Architecture LLP Bremik Construction Inc. 2525 E. Burnside Street 1026 SE Stark St. Portland, OR 97214 Portland, OR 97214 We are transmitting the following Submittal Package Number: " 075", Revision: "0" Description: "Flashing and Sheetmetal Siesmic Attachment Engineering" for your review, intended to be compliant with contract Specification Number: "076000". Please review and respond to: Riley McCoy, by: 4/07/2021 in accordance with the contract documents. T T �T APPROVED Additional Notes: REVISION Submittal Revision Description Status Notes • Item 076000-002 0 Flashing and Sheet Metal Sent - Engineering Bremik Construction,Inc. SUBMITTAL REVIEW Date: 03.24.2021 gy:Ri.Lev McCoy_ Sincerely, ® Reviewed ❑ Reviewed as noted ❑NO EXCEPTIONS TAKEN NOT REVIEWED ❑ Revise&resubmit EXCEPTIONS AS NOTED p REVISE/RESUBMIT Review of these documents does not relieve subcontractors of their responsibility in reference to:field verifications of all Corrections or comments made to the shop drawings dimensions;jobsite conditions and requirements;coordina'Pori during this review do not relieve the Contractor from with all trades;full compliance with all contract requirements; Compliance with requirements of the drawings and compliance with at state and dry ordinance requirements specifications,This check is only for review of general conformance with the design concept and general compliance with the Information given in the contract REVISION documents.The Contractor is on responsible r confirming and correlating at quantities and dimensions;;selecting fabrication processes and techniques of construction,coordinating the work with other trades,and performing the work in a safe and satisfactory manner. APPR0 Y 11-J7 !ED SCOTT I EDWARDS ARCHITECTURE,LLP 1!i 2525 E BURNSIDE ST PORTLAND,OR 97214 BY Dave Mojica DATE 3/3012021 OFFICE COPY V p _ Approved Color- Black a-0 — ooJy3 ) 1c, 00 Sv, 71 ►t4 bJ Pacific Panel System P.O.Box 2170 0-0 Fairview,Or 97024 office:5O3-G67-0650 PRODUCT DATA SHEET fax: 503.296-2441 infoRpacificpanelsyste ms.com P-I panel features a polystyrene core or aluminum honey comb, that makes the panel ridged and durable,which allows for a wide range of interior end exterior applications PANEL SYSTEM TESTED TO MEET P-1 PANEL-WET AAMA 501 Standards include ASTM E283 Air penetration ASTM E331 Water penetration III . ASTM E330 Structural performance AAMA 501.4 Seismic movement • MATERIALS +fit 4mm Aluminum Composite Material[PE Core/FR Core Options] 44 •••••• 040 Aluminum • r8 24g 22g Pre Finished Sheet Metal AepSpan 'P�.'�.'ii Copper 'kk Stainless Steel � ��. Other materials upon request �y"o:d SIZES ••� Maximum panel size 3'9"x 9'B,' y+y Optimum panel widths 2P',13" :: Optimum panel lengths 117",57".37" '''RI WEIGHT 22g sheet metal skin has an average FEATURES/BENEFITS weight of 1.3 psf Ease of installation Cost effective alternate to composite panels LEED Non progressive installation allows for Possibly contribute to the following FEED credits ease of installation of damaged panels MR 4-Recycled Content Little or no maintenance required SS 7.2-Cool color paint system 20 year paint warranty MR 5-Regional Manufacturing pii . , .44 •' � P. 4 I ALPOLIC LEED CONTRIBUTION DATA SHEET The following has been developed to provide the information needed by the LEED project team for the determination of the contribution of the ALPOLIC ACM sheets towards specific LEED New Construction and Major Renovation points. In the event further information is required, contact ALPOLIC. ALPOLIC Painted Aluminum Composite Materials Fire Retardant and Polyethylene Core Indoor Environmental Quality All coatings applied to the ALPOLIC Painted ACM sheets are factory applied using a coating line with an in line regenerative thermal oxidizer,which eliminates the release of the VOC content of the coating. By factory applying the coatings, the need for field painting and the accompanying VOCs are eliminated. Innovation in Design The high recycle content of ALPOLIC Painted ACM sheets can support the projects exceeding the recycle content required, thereby qualifying for an Innovation in Design credit. ALPOLIC Painted ACM panels also provide a highly durable and long life time cladding option. Building Product Disclaimer] Environmental Product Declaration (EPD) and Product Transparency Declaration (PTD) reports are available for download from our website,www.alpolic-americas.com. Materials and Resources The recycle content is determined as the sum of the post consumer recycled content plus one half of the pre consumer recycle content. For material assemblies, such as cladding systems, the recycled content value shall be determined by weight. �'gU1LpI,� no w � � n MFMu Revision 4 • % weight % Post % Pre Total= 100% Post of panel Consumer Consumer Consumer + 50% Recycle Recycle Pre Consumer _ Content Content Recycle Content • II ACM fr Alum . •i Skins 35.4 12.5 64.2 44.6 fr Core 64.6 0 0 0 4 mm Panel 00 4.4 22.7 15.76 6 mm ACM fr Aluminum Skins 24.8 1 . 64.2 44.6 fr Core 75.2 0 0 0 6 mm Panel 100 3.1 .9 11.1 3 mm ACM PE Aluminum Skins 59.5 12.5 64.2 4' PE Core 40.5 0 50 25 3 mm Panel 100 7.4 58.4 36.6 4 mm ACM PE Aluminum Skins 49.5 12.5 64.2 , 44.6 PE Core 50.5 0 50 25 4 mm Panel 100 6.2 57.0 34.,7 ACM PE Aluminum 37 12.5 64.2 44.6 PE Core 0 50 25 6 mm Panel 100 4.6 55.25 32.2 Pattern Series 4 mm ACM fr Aluminum Skins 35.4 52 39 fr Core 64.6 0 0 0 4 mm Panel 100 18.4 13.8 25.3 Note: The total recycle content of the panels should be combined with the other components of the cladding system to determine the contribution of the wall cladding to the overall project point qualification. The ALPOLIC painted series ACM sheets are produced from several different materials such as aluminum coil, polyethylene, coatings, and protective film. Due to the nature of these materials , specifically their high recycle content, it is not possible to identify and quantify the initial extraction location or all of the subsequent processing points. For this reason, it is recommended that ALPOLIC painted series ACM not be included in the calculations for local content credit. Revision 4 ALPOLIC* PE Solid Core MATERIALS AMITSUBISHI PLASTICS COMPOSITES AMERICA.INC. architectural - solid I ALPOLIC architectural Solid color aluminum composite materials are manufactured with a polyethylene core and a 2-coat fluorocarbon paint finish. Distinctive classic of the industry, they are stocked For immediate shipment. .\o. Ai' , .10 CONSTRUCTION INFORMATION rtA PROJECT::Ashland Community College a LOCATION: Grayson, KY ' I t, ARCHITECT: Clotfelter-Samokar y -n ` ` FABRICATOR: TFC Canopy PRODUCT: ALPOLIC Mist White&KDX 1Y I i - '-" _4____ , .r111 4 Cr ............/....o. I ,- GENERAL INFORMATION Picture your next project in attractive, clean colors and designs that only our lightweight aluminum composite material (ACM) panels can achieve. They are stocked in two widths-50 and 62 inches; and two lengths - 146 and 196 inches. These 4mm-thick panels are manufactured to architectural standards with a traditional polyethylene core. .: Color to bl.ck , �y.' , Y"b ),14•h4ri BONE WHITE MIST WHITE OYSTER ALUMINUM GREY TOB BLACK 1 4-4BNT--G30 4-4MST-G30 — 4-4CRT G30 4-4AGT•G30 4-4T0B-G15 INTERIOR AND EXTERIOR ALPOLIC SONG INTERIOR AND EXTERIOR S GNAGIE G SURFACE TREATMENT FIRE PERFORMANCE ALPOLIC"architectural Solid color panels are stocked with Standard ALPOLIC'architectural Solid finish panels with a FEVE LUMIFLONTM finish, a fluorocarbon paint system a polyethylene core have been tested by independent that features excellent durability and weathering for testing laboratories using nationally recognized tests. architectural needs. A PVDF, Kynar finish is available as a custom request:Available stock architectural Solid colors. This material meets all requirements of the International include Bone White, Mist While, Oyster, Aluminum Grey, Building Code for combustible construction: BGY Grey, and TOB Black. ------_-_--- IBC Listed Color Coat UL Listed • - - - - Primer System num Skin .020Polye Polyethylene lane Core Ip r . r vPlease visit www.a olic nortnamenca.com or call technical. r-020"Aluminum Skin r ,�; wimerevetem support for complete report listings and additional information. WARRANTY Standard panel warranty: 10 Year STANDARD PANEL SIZE Finish warranty: 30 Year* Standard stock widths are 50" (1270mm)and 62" (1575mmJ Call ALPOLIC"Customer Service for exclusions and and lengths of 146" (3708mm)and 196"(4978mm). Panels are warranty details.*30 year warranty only applies to stocked in 4mm thickness. Standard crate is 50 pieces. Custom standard architectural colors. lengtl(s and thickness available. Please contact ALPOLIC Customer Service for current available stock and additional information. PRODUCT NOTES FINISH TOLERANCE - Panels should be stored flat in a dry, indoor environment. Color: DE 1.0 max from standard - Fabricate panels at temperatures above 55°F. Gloss: Nominal +/ 10 units - Protective film should be removed from panels soon after installation. PRODUCT TOLERANCE - Please refer to ALPOLIC Painted ACM Fabrication Width: t 0.08" )2mm) Manual for routing and Fabrication recommendations. Length: i 0.16" )4mm) - Crating fees apply to orders for less than standard Thickness: 4mm: t 0.008" (0.2mm) • piece crate, bmm: t 0.0121 (0.3mm) Bow: maximum 0.5% of length FOR TECHNICAL INFORMATION, PLEASE and/or width CALL 1 .800.422.7270 Squareness: maximum 0.2" )5mm1 Peel Strength: >22 in lb/in (ASTM D1781) Y . S . HIADOUARTIRS ALPOLIC° material is trimmed and squared with cut :.. ,MITSUBISHI PLASTICS COMPOSITES AMERICA,INC. edges to offer the best panel edge conditions in 401 Volvo Parkway, Chesapeake, VA 23320 the industry. I Telephone: 800-422-7270, Facsimile: 757-436-1896 www.alpolic-northamerica.com a-mall: infoOalpolic.com Product Information DOWCORNING metal to metal (psm) Silicone Sealants Dow Corning® 795 Silicone Building Sealant FEATURES Neutral,one-part silicone sealant • Suitable for most new construction and remedial sealing applications APPLICATIONS • Versatile—high performance • Structural and nonstructural glazing structural glazing and weather • Structural attachment of many panel systems sealing from a single product • Panel stiffener applications • Available in 13 standard colors; • Weather sealing of most common construction materials including glass, custom colors also available aluminum,steel,painted metal,EIFS,granite and other stone,concrete,brick and plastics BENEFITS • Excellent weatherability—virtually TYPICAL PROPERTIES unaffected by sunlight,rain,snow, Specification Writers:These values are not intended for use in preparing ozone and temperature extremes of specifications.Please contact your local Dow Coming sales office or your Global -40°F(-40°C)to 300°F(149°C) Dow Coming Connection before writing specifications on this product. • Excellent unprimed adhesion to a wide variety of construction Method Test Unit Result materials and building As Supplied ASTM C 679 Tack-Free Time,50%RH hours 3 components,including anodized, Curing Time at 25°C(77°F)and 50% days 7-14 alodined,most coated and many RH Kynare 1-painted aluminumsz Full Adhension days 14.21 • Ease of application—ready to use ASTM C 639 Flow,Sag or Slump Inches(mm) 0.1 (2.54) as supplied Working Time minutes 20-30 • Ease of use—all-temperature VOC Content` g!L 28 gunnability,easy tooling and low- As Cured-After 21 days at 25 C(77 F)and 50%RH odor cure byproduct ASTM D 2240 Durometer Hardness,Shore A points 35 • Meets global standards(Americas, ASTM C 794 Peel Strength lb/in(kg/cm) 32(5.7) Asiaand Europe) ASTM C 1135 Tension Adhension Strength At 25%extension psi(MPa) 45 (0.310) COMPOSITION At 50%extension psi(MPa) 60 (0.414) • One-part,neutral-cure,RTV ASTM C 719 Joint Movement Capability percent +50 silicone sealant ASTM C 1248 Staining(granite,marble,lime- Stone,brick and concrete) None As Cured-After 21 days at 25 C(77 F)and 50%RH followed by 10,000 hours in a QUV weatherometer,ASTM G 53 ASTM C 1135 Tensile Adhension Strength At 25%extension psi(MPa) 35(0.241) At 50%extension psi(MPa). 50(0.345) Based on South Coast Air Quality Management District of California.Maximum VOC is listed both inclusive and exclusive of water and exempt compounds.For a VOC data sheet for a specific sealant color,please send your request to product.inquiry@dowcorrting.com, DESCRIPTION This cold-applied,non-sagging 1Kynar is a trademark of Atofota Chemicals Inc. Dow Cornin e 795 Silicone Buildingsilicone material cures to a medium- Contact your local Dow Corning Sales $ silicone rubber upon Engineer for specifics. Sealant is a one-part,neutral-cure, modulus architectural-grade sealant that easily exposure to atmospheric moisture.The extrudes in any weather and cures cured sealant is durable and flexible quickly at room temperature. enough to accommodate±50 percent movement of original joint dimension when installed in a properly designed Application Engineer for specific USABLE LIFE AND weather seal joint.In a properly advice. STORAGE designed structurally glazed joint,the metal to metal ° ° sealant is strong enough to support Preparation (Pm) When stored at or below 27 C(80 F), Dow Corning 795 Silicone Building glass and other panel materials under Clean all joints,removing all foreign Sealant has a shelf life of 12 months high wind load. matter and contaminants such as from the date of manufacture.Refer to grease,oil,dust,water,frost,surface product packaging for"Use By Date." APPROVALS/ dirt,old sealants or glazing SPECIFICATIONS compounds and protective coatings. PACKAGING Dow Corning 795 Silicone Building Application Method INFORMATION Sealant meets;the requirements of Install backing material or joint filler, Dow Corning 795 Silicone Building • Federal Specification TT-S 001 Sealant is supplied in 10.3-fl oz 305- 543A(COM-NBS)Class A for setting blocks,spacer shims and tapes. PP f silicone building sealants Mask areas adjacent to joints to ensure mL)disposable plastic cartridges that neat sealant lines. Primer is generally fit ordinary caulking guns,20-fl oz • Federal Specification TT-S- not required an non-porous surfaces, (590-mL)sausages and 2-and 4.5-gal 00230C(COM-NBS)Class A for (7.5- and 1 7-L one-component building sealants but may be necessary for optimal )bulk containers. • ASTM Specification C 920 Type t sealingof certain porous surfaces.A S,Grade NS,Class 50,Use NT,G, testplacement is always LIMITATIONS A and 0 recommended.Apply Dow Corning Dow Corning 795 Silicone Building • ASTM Specification C 1184 for 795 Silicone Building Sealant in a Sealant should not be used:. continuous operation using positive • In structural applications without structural silicone sealants pressure.(The sealant can be applied prior review and approval by your • Canadian Specification CAN2- using many types of air-operated guns local Dow Corning Sales 19.13-M82 and most types of bulk dispensing Application Engineer equipment.)Before a skin forms • In below-grade applications SEALANT.WATERPROOFING (typically within 15 minutes),tool the • When surface temperatures exceed „ &RESTORATION INSTITUTE sealant with light pressure to spread 50°C(122°F)during installation Bmeo to: Dow corning Corp. the sealant against the backing • On surfaces that are continuously Product: 795 Silicone Building Sealant material and joint surfaces. Remove immersed in water C719:Pass r Eot:o50°•, Camp:-50=,A masking tape as soon as the bead is Magee:Glass.Aluminum P • On building materials that bleed !classnnl:Glass Aluminum Welt nl H1trapt✓nif1) tooled. oils,plasticizers or solvents that C881:Rating35 may affect adhesion Validation Date:a'17f07.8i18f12 HANDLING • On frost-laden or wet surfaces No.857-58813117 Copyright 02007 PRECAUTIONS • In totally confined joints(the SEALANT VALIDATION PRODUCT SAFETY sealant requires atmospheric www.swrionline.arg INFORMATION REQUIRED FOR moisture for cure) SAFE USE IS NOT INCLUDED IN • If the sealant is intended to be COLORS THIS DOCUMENT.BEFORE painted(paints do not typically HANDLING,READ PRODUCT adhere to most silicone sealants) Dow Corning 795 Silicone Building AND MATERIAL SAFETY DATA • Sealant is available in 13 colors: To surfaces in direct contact with white,limestone,champagne,natural SHEETS AND CONTAINER food or other food-grade stone,gray,black,bronze,sandstone, LABELS FOR SAFE USE, applications adobe tan,dusty rose,rustic brick, PHYSICAL AND HEALTH blue spruce,and charcoal.Custom HAZARD INFORMATION.THE This product is neither tested nor colors may be ordered to match MATERIAL SAFETY DATA SHEET represented as suitable for medical or virtually any substrate. IS AVAILABLE ON THE pharmaceutical uses. DOW CORNING WEBSITE AT HOW TO USE DOWCORNING.COM,OR FROM YOUR DOW CORNING SALES Please consult the Dow Corning ,APPLICATION ENGINEER,OR Americas Technical Manual,Form DISTRIBUTOR,OR BY CALLING No.62-1 1 12,for detailed information DOW CORNING CUSTOMER on state-of-the-art application SERVICE. methods and joint design.Please contact your local Dow Coming Sales Dow Corning is a registered tredomatic of Dow Coming Corporation. We help}rar invent the More is a oedemark of Dow Coming Corporation. 2009,September 3 XIAMETRR is a registered trademark of Dow Coming Corporation. Ref.No.61.885N-01 C 2009 Dow Coming Corporation.All rights reserved. 2 HEALTH AND DOW CORNING DISCLAIMS metal to metal ENVIRONMENTAL LIABILITY FOR ANY (psm) INFORMATION INCIDENTAL OR To support Customers in their product CONSEQUENTIAL DAMAGES. safety needs,Dow Coining has an We help you invent the future. TM extensive Product Stewardship organization and a team of Product Safety and Regulatory Compliance dowcomiog.com (PS&RC)specialists available in each area. For further information,please see our website,dowcoming,com or consult your local Dow Coming representative. LIMITED WARRANTY INFORMATION—PLEASE READ CAREFULLY The information contained herein is offered in good faith and is believed to be accurate.However,because conditions and methods of use of our products are beyond our control,this information should not be used in substitution for customer's tests to ensure that our products are safe, effective,and fully satisfactory for the intended end use. Suggestions of use shall not be taken as inducements to infringe any patent. Dow Coming's sole warranty is that our products will meet the sales specifications in effect at the time of shipment. Your exclusive remedy for breach of such warranty is limited to refund of purchase price or replacement of any product shown to be other than as warranted. DOW CORNING SPECIFICALLY DISCLAIMS ANY OTHER EXPRESS OR IMPLIED WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE OR MERCHANTABILITY. Dow Corning is a registered trademark of Dan-Corning Corporation. We help you invent the future is a trademark of Dow Coming Corporation. 2009,September 3 XIAMETP.R is a registered trademark of Dow Coming Corporation. Ref.No.6I485N-01 ®2009 Dow Coming Corporation.All rights reserved. 3 Intertek REPORT NUMBER: 100173433C0Q-001F ORIGINAL ISSUE DATE: November 18, 2010 1111111111 EVALUATION CENTER Intertek Testing Services NA Ltd. 0 1500 Brigantine Drive Coquitlam, BC V3K 7C1 Canada WRENDERED TO PIONEER SHEET METAL 2020 NORTHEAST 194TH AVENUE PORTLAND, OR 97230 11.1111 01111) PRODUCT EVALUATED: P-1 WET Wail Panel W EVALUATION PROPERTY: Air Leakage, Static Water Penetration, Dynamic Water Penetration, and Structural Performance, and Seismic 11.1.1111 Report of Testing P-1 WET Wall Panel for compliance with the applicable requirements of the following criteria: • ASTM E283-04, Standard Test Method for Determining Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen • ASTM E331-00, Standard Test Method for Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference • ASTM E330-02, Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference, Procedure A • AAMA 501-05, Methods Of Test For Exterior Walls This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to copy or distribute this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Pioneer Sheet Metal November 18, 2010 Report No, 100173433C0Q-001F Page 2 of 9 1 Table of Contents 1 Table Of Contents 2 2 Introduction 3 3 Test Samples 3 3.1. Sample Selection 3 3.2. Sample And Assembly Description 3 4 Testing And Evaluation Methods 4 4.1. Structural Preload • . • • 4 4.2. Air Leakage#1 4 4.3. Water Penetration —Static#1 4 4.4. Water Penetration — Dynamic 4 4.5. Structural Performance —Test Load 4 4.6. Seismic Movement At Elastic Design Displacement 4 4.7. Air Leakage#2 4 4.8. Water Penetration —Static#2 4 4.9. Water Penetration — Dynamic#2 5 4.10. Structural Performance a ce— Proof Load 5 4.11. Seismic Movement At Inelastic Design Displacement 5 5 Test Apparatus 6 6 Testing And Evaluation Results 7 6.1. Air Leakage#1 7 6.2. Static Water Penetration -#1 7 6.3. Dynamic Water Penetration -#1 • 7 6.4. Structural Performance —Test Load 7 6.5. Seismic Movement At Elastic Design Displacement 7 6.6. Air Leakage #2 8 6.7. Static Water Penetration -#2 8 6.8. Dynamic Water Penetration -#2 8 6.9, Structural Performance — Proof Load 8 6.10. Seismic Movement At Inelastic Design Placement 8 7 Conclusion 9 Appendix A— Drawings 1 Page Appendix B —Test Data 1 Page Intertek Pioneer Sheet Metal November 18, 2010 Report No. 100173433C0Q-001 F Page 3 of 9 2 Introduction Intertek Testing Services NA Ltd. (intertek) has conducted testing for Pioneer Sheet Metal on an exterior metal composite panel product. Testing was conducted in accordance with the following: • ASTM E283-04, "Standard Test Method for Determining Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen"(ASTM E283), • ASTM E331-00, "Standard Test Method for Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference" (ASTM E331), •ASTM E330-02, "Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights, and Curtain Walls by Uniform Static Air Pressure Difference" (ASTM E330) Procedure A, •AAMA 501-05, Methods Of Test For Exterior Walls (AAMA 501) This evaluation was completed during the month of October 2010, 3 Test Samples 3.1. SAMPLE SELECTION The client submitted the exterior metal composite wall panel samples to the Evaluation Center on October 5, 2010, Samples were not independently selected for testing. 3.2. SAMPLE AND ASSEMBLY DESCRIPTION The product was identified as the P-1 WET Wall Panel, an exterior metal composite panel product constructed from 0.040 pre-finished alum. The wall samples being tested were assembled and installed by the client prior to arrival to the Evaluation Center. The overall framing dimensions measured 99 in. wide x 99 in. high. Framing was constructed with 18 ga steel studs placed 16 in. o/c. Framing was then sheathed with 1/2 in. plywood and attached 8 in. o/c. The plywood wall was wrapped with Commercial Tyvek. The wall panel system consisted of 4 panels — two panels measuring 94-1/2 in. x 31 in., and two panels measuring 47 in. x 31-1/2 in. 1/2 in. reveal joint were sealed with Dow 795 and supported with 5/8 in. soft rod. Refer to Appendix A for drawings of the tested wall sample. Intertek Pioneer Sheet Metal November 18, 2010 Report No. 100173433CM-001 F Page 4 of 9 4 Testing and Evaluation Methods 4.1. STRUCTURAL PRELOAD The test sample was loaded to 50% of the positive design load at 730 Pa (15 psf) for 10 seconds. 4.2. AIR LEAKAGE #1 The Air Leakage tests (Air Infiltration) were conducted in accordance with ASTM E283. The tests were performed using a test pressure of 300 Pa (6.27 psf). 4.3. WATER PENETRATION —STATIC #1 The Static Water Penetration test was tested in accordance with ASTM E331 and evaluated to AAMA 501. This test was performed at the specified pressure differential of 730 Pa (15 psf) and a water spray rate of at least 204 L/m2 per hour (5.0 U.S. gal/ft2 per hour). The test was run for fifteen minutes, during which the pressure and water spray were continuously applied. 4.4. WATER PENETRATION — DYNAMIC The Dynamic Water Penetration test was tested in accordance with ASTM E331 and evaluated to AAMA 501. The test was performed at the specified pressure differential of 730 Pa (15 psf), or 120 kph (75 mph) wind speed equivalent, generated using a Pratt and Whitney R-2800 Aircraft Engine, and a water spray rate of at least 204 L/m2 per hour (5.0 U.S. gal/ft2 per hour). This test consisted of fifteen minutes, during which the pressure and water spray were continuously applied. 4.5. STRUCTURAL PERFORMANCE —TEST LOAD Test Load — Wind Load testing was conducted in accordance with ASTM E330, Procedure A. The tests were performed in both the positive and negative directions. After a 10 second preload (50% of the test load), followed by 1 minute with the pressure released, the tests were conducted at the specified design pressure for a period of 10 seconds. During the test load, deflections were measured at five locations. No tape or film was used to seal against air leakage. 4.6. SEISMIC MOVEMENT AT ELASTIC DESIGN DISPLACEMENT The Seismic and Wind Induced Interstory Drift test was performed to the specified horizontal displacement in general accordance with AAMA 501.4. A two-way hydraulic system was used to apply a force to develop a horizontal racking displacement. The specimen was fully displaced in one direction and maintained in that position for 10 seconds. The force was then released and the specimen was allowed to return to a neutral position. The specimen was then fully displaced in the opposite direction and maintained in that position for 10 seconds. This process was repeated three times. A horizontal deflection of 19 mm (0.75") was induced in each direction. 4.7. AIR LEAKAGE #2 The Air Leakage tests (Air Infiltration)were repeated as described in section 4.2. 4,8. WATER PENETRATION —STATIC #2 The Static Water Penetration test was repeated as described in section 4.3. Intertek Pioneer Sheet Metal November 18, 2010 Report No. 100173433C0Q-001 F Page 5 of 9 4.9. WATER PENETRATION — DYNAMIC #2 The Static Water Penetration test was repeated as described in section 4.4. 4.10. STRUCTURAL PERFORMANCE —PROOF LOAD Proof Load —Wind Load testing was conducted in accordance with ASTM E330, Procedure A. The tests were performed in both the positive and negative directions. After a 10 second preload (50% of proof load), followed by 1 minute with the pressure released, the tests were conducted at a pressure differential 1.5 times the specified design pressure for a period of 10 seconds. After the test loads were released, the specimen was inspected for failure or permanent deformation of any part of the system that would cause any operational malfunction. No tape or film was used to seal against air leakage. 4.11. SEISMIC MOVEMENT AT INELASTIC DESIGN DISPLACEMENT The Seismic and Wind Induced Interstory Drift test was performed to the specified horizontal displacement in general accordance with AAMA 501.4. A two-way hydraulic system was used to apply a force to develop a horizontal racking displacement. The specimen was fully displaced in one direction and maintained in that position for 10 seconds. The force was then released and the specimen was allowed to return to a neutral position. The specimen was then fully displaced in the opposite direction and maintained in that position for 10 seconds. This process was repeated three times. A horizontal deflection of 73 mm (2.88")was induced in each direction. Intertek • Pioneer Sheet Metal November 18, 2010 Report No. 100173433C0Q-001 F Page 6 of 9 5 Test Apparatus Test Application Equipment Intertek ID# Air Leakage To develop the test Air blower NA pressures To measure the volume of Meriam Instrument Co. laminar air passing through the test flow element, Model No. sample 50MW20-2, and a Meriam 705960-W1, Instrument Co. 8 in. H2O 705960-w2 calibrated inclined manometer, Model No. 40HEX35WM To measure the chamber Dwyer 0-0.5 in. H2O manometer 2101 pressure To measure the laminar Dwyer 0-4 in. H2O manometer 2100 flow element inlet pressure Static Water To develop the test Air blower NA Penetration pressures To measure the chamber Dwyer 0-0.5 in. H2O manometer 2101 pressure To deliver the water on the 12' X 12' spray rack assembly NA test sample Dynamic Water To develop the test Pratt and Whitney R-2800 DC-6 PW2 Penetration pressures propeller aircraft engine Structural To develop the test Air blower NA Performance pressures To measure the chamber Dwyer 0-36" H2O manometer 2171 pressure To measure deflection 1 Mitutoyo digital deflection gauge 60021 To measure deflection 2 Mitutoyo digital deflection gauge 60020 To measure deflection 3 Mitutoyo digital deflection gauge 60014 To measure deflection 4 Mitutoyo digital deflection gauge 60017 To measure deflection 5 Mitutoyo digital deflection gauge 60016 Horizontal To apply displacement Hydraulic ram, hoses, and pumps NA Displacement To measure horizontal Mitutoyo Calipers 1013 displacement Pioneer Sheet Metal November 18, 2010 • Report No. 100173433C0Q-001 F Page 7 of 9 6 Testing and Evaluation Results 6.1. STRUCTURAL PRELOAD A pressure of 15 psf was used for the positive and negative loads. After the test loads were released, the samples were inspected and there was found to be no permanent deformation or structural distress in the samples. The sample met the requirements specified by the client and as per ASTM E330. 6.2. AIR LEAKAGE#1 Air leakage test data is indicated in the following table: Test Pressure for all samples: 300 Pa Overall Area of each sample: 5.52 m2 (59.4 ft2) Air Leakage: 0.005 Us*m2 (0.001 cfm/ft2) The sample tested met the requirements specified by the client for Air Leakage and as per ASTM E283. 6.3. STATIC WATER PENETRATION -#1 During the 15-minute test period, using a pressure differential of 730 Pa (15 psf), there was no water leakage observed through the tested sample. The sample met the requirements as specified by the client for Static Water Penetration and as per ASTM E331. 6.4. DYNAMIC WATER PENETRATION -#1 During the 15-minute test period, using a Pratt and Whitney R-2800 Aircraft Engine to generate a pressure differential of 730 Pa (15 psf), no water leakage was observed through the tested sample. The sample met the requirements as specified by the client for Dynamic Water Penetration and as per AAMA 501. 6.5. STRUCTURAL PERFORMANCE —TEST LOAD A Design pressure of 30 psf was used for the positive and negative loads. After the test loads were released, the samples were inspected and there was found to be no permanent deformation or structural distress in the samples. The sample met the requirements specified by the client and as per ASTM E330. Refer to Appendix A for Deflection Data. 6.6. SEISMIC MOVEMENT AT ELASTIC DESIGN DISPLACEMENT Seismic Movement at Elastic Design Displacement was conducted with a horizontal deflection of 19 mm (0.75"). After the test loads were removed, the sample was inspected and showed no sign of any damage. The sample met the requirements specified by the client and as per AAMA 501.4. - --------- � Intertek Pioneer Sheet Metal November 18, 2010 Report No. 100173433C0Q-001 F Page 8 of 9 6.7. AIR LEAKAGE #2 Air leakage test data is indicated in the following table: _. Test Pressure for all samples: 300 Pa Overall Area of each sample: 5,52 m2 (59.4 ft2) Air Leakage: 0.005 Us*m2 (0.001 cfm/ft2) The sample tested met the requirements specified by the client for Air Leakage and as per ASTM E283. 6.8. STATIC WATER PENETRATION -#2 During the 15-minute test period, using a pressure differential of 730 Pa (15 psf), there was no water leakage observed through the tested sample. The sample met the requirements as specified by the client for Static Water Penetration and as per ASTM E331. 6.9. DYNAMIC WATER PENETRATION -#2 During the 15-minute test period, using a Pratt and Whitney R-2800 Aircraft Engine to generate a pressure differential of 730 Pa (15 psf), no water leakage was observed through the tested sample. The sample met the requirements as specified by the client for Dynamic Water Penetration and as per AAMA 501. 6.10. STRUCTURAL PERFORMANCE — PROOF LOAD A pressure of 45 psf was used for the positive and negative loads. After the test loads were released, the samples were inspected and there was found to be no permanent deformation or structural distress in the samples. The sample met the requirements specified by the client and as per ASTM E330. Refer to Appendix A for Deflection Data. 6.11. SEISMIC MOVEMENT AT INELASTIC DESIGN PLACEMENT Seismic Movement at Inelastic Design Placement was conducted with a horizontal deflection of 73 mm (2.88"). After the test loads were removed, the sample was inspected and showed no sign of any damage. The sample met the requirements specified by the client and as per AAMA 501.4. Intertek . Pioneer Sheet Metal November 18, 2010 Report No. 100173433C0Q-001F Page 9 of 9 7 Conclusion The exterior metal cladding product tested and described in this report met the Air Leakage, Static Water Penetration, Dynamic Water Penetration, Structural Test Load, Seismic and Structural Proof Load test requirements specified by the client. The conclusions of this test report may not be used as part of the requirements for Intertek product certification. Authority to Mark must be issued by Intertek for a product to become certified by Intertek. INTERTEK TESTING SERVICES NA LTD. Tested by: ._ -��. =- David Park Technician— Fenestration Products Reported by: — Chris Chang, Eli Test Engineer— Fenestration Products Reviewed by: /! , cc z d Y & Riccardo DeSantis Lab Supervisor/Test Technician — Fenestration Products —___..________-- Intertek Pioneer Sheet Metal . _ rfLl�� 19591 NE San Rafael St. ::.. - SL L`_ i�- TAL Portland OR, 97230 503-492-1095 I /I BACKER ROD AND CAULK 94-1/2 .040 ALUM PANEL 1 EPS SCREW PER MFG 31' COMMERCIAL TYVEK O7i" CDX PLYWOOD ---' +�` SJ �? 1 BG STUD 16" OC -yr ice, f t E ©TYP PANEL JOINT 31' 0 47' 4 7' - BACKER040 RODALUM AND CAULK O EPS SCREW PER MFG FLASHING SEALANT COMMERCIAL TYVEK 31-1/2` )t" CDX PLYWOOD 18G STUD-16" OC ��' : 2"X12" CD •TYP PANEL EDGE i; / \ i PANEL: P-1 WET DETAILS Mita Test: Uniform Load Resistance Date: October 24,2010 Client: Pioneer Sheet Metal Project No: G100173433 Product: Wall Panel-P1-Wet Test Method: ASTM E330 Size: 81tx811 Equipment: Manometer: Dwyer 0 36"H20, Intertek ID# 2171 Deflection Gauge Locations: Gauge#1; Mitutoyo 2"Digital,Intertek ID# 60021 Top of Center Stud Stud Span, mm: 2330 Gauge#2: Mitutoyo 2"Digital, Intertek ID# 60020 Mid of Center Stud Stud Allowable(L/180),mm: 12.94 Gauge#3: Mitutoyo 2"Digital,Intertek ID# 60014 Bottom of Center Stud Stud Deflection at DP(Pos),mm: 2.20 Gauge#4: Mitutoyo 2"Digital,Intertek ID# 60017 Center of Top Panel Stud Deflection at DP(Neg),mm: 1.92 Gauge#5: Mitutoyo 2"Digital,Intertek ID# 60016 Center of Bottom Right Panel Test Data: Loading Pressure Gauge#1 . Gauge#2 Gauge#3 Gauge#4 Gauge#5 Direction Pa "H20 psf Actual Residual Actual Residual Actual Residual Actual Residual Actual Residual 50%Design ;Positive 730 2.9 15 0.03 0.00 ! 0.93 0-09 0.09 0.00 0.81 (C.C2 0.72 0.00 Pressure ;Negative 730 2.9 15 0.46 0.01 1.42 0.13 0.31 0.04 1.36 C.13 0.53 0.01 Design 'Positive 1450 5.8 : 30 0.61 0.03 2.74 0.52 0.48 0.10 2.46 0.24 0.83 0.18 Pressure 'Negative 1450 5.8 30 0.94 0.09 2.69 0.33 0.60 0.16 2.76 0.39 1.07 0.11 t.5x Design Positive 2175 8.7 45 1.49 0.35 4.28 0.61 0.81 0.13 3.69 0.38 1.24 0.17 Pressure Negative 2175 8.7 45 1.72 0.27 4.66 0,49 1.43 0.22 4.96 0.46 2.07 0.28 Tested By: David Park Reviewed By: Riccardo DeSantis Pioneer-Wind Load Data-P1-Wet Page 1 of 1 FOR OFFICE USE ONLY-SITE ADDRESS: 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. 1 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Iii . _ Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.aov TO: Tom Hochstatter,Tom Rogue DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Dave n op_a JAN 1 1 2021 COMPANY: s coth lEdwarts Amhtectuxe CITY OF TI •D Bt11f_D1W S PHONE: ry: �J'�509i2S-7651 EMAIL: dmoga® seaThmm RE: 11600 SW 72nd Ave,Tigaa7,OR 97223 BU' 019-00393 (Site Address) •ermit Number) SW 72nd Ave&SW BaybrSt .f (Project name or subdivision name and lot number) (IIJI' 1 ATTACHED ARE THE FOLLOWING ITEMS: I Copies: I Description: I Cop' s. 'iDescription: I Additional set(s) of plans. 2 Revisions: See bebw Cross section(s)and details. / '1 Wall bracing and/or lateral analysis. Floor/roof framing. ,,f�� Basement and retaining walls. Beam calculations. ,1 Engineer's calculations. Other (explain): REMARKS: R evised S buct nalC aLuhtnns and D hgs conesponding w 3b D i xed Tries Subm italsubm tbd by ConnacterR evisbna itclade adysin encs to buss design brfuture loofanobors and •..rpanela. Note the sevsbn E only t,rthe cooninated tnass design.RoofAnchors and the Solar Panels an=a difresed subm tra]/sepatate pear tbyG . Requested levi;inn b brEu$3iig Penn tong.. • FOR OFFICE USE ONLY . w � Routed to Permit Technicydn: Date: ! . "1 9- Initials: f l Fees Dtieflj Yes No Fee Description: Amount Due: 0 O . HV pi(AA ri-.\/C -e LJ $ y;-' $ 1 I $ Special Instruct- ns: I Repridt Permit (per PE): I PI Yes 1 I 1 No n Done `Ap{licant Notified: f j vI Date: (1,,,...,04 Initials: 1: uildingWorms\TransmittalLetter- ions_0 20.doc j I ri- FOR OFFICE USE ONLY—SITE ADDRESS: 2 Yr 79 y(r.c j�� 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 AR D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: AgnesLhdor DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Dave M ojba DEC 1 7 2020 COMPANY: Scott 1 Edwarts Aahiecols CITY OF TIGARD PHONE: 509-628-7651 PLANNING/ENGIN�ERIN('i By: EMAIL: dm oga®sealp.com RE: 11600 SW 72nd Ave,Tigaa1,OR 97223 BUP 2019-00393 (Site Address) (Permit Number) SW 72nd Ave&SW Baybrst (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: I Additional set(s)of plans. 2 Revisions: See helm.; Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing.g Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): if REMARKS: a)Back Up G eneratorrebcated ID southeastmmerand chew Mugs updated to show 810 PG E Tansroan erV aulit As-Burt i Locat bn w ih updated sc>eenhg requiem end (S treetScamens 18.660.070 F.4),and 2)Landscape Plant hg updated and cabvhtans. t FOR OFFICE USE ONLY Route to Permit Technician: Date: I — y —A I Initials: l Fees Due. Yes ❑No Fee Description: Amount Due: .S 4f pl.,ii rc-v,ew $ 9 S $ $ $ Special Instructions: Reprint Permit(per PE): [] Yes o ❑ Done Applicant Notified: �//pyJ(/�/Ycs Date: f/�yh Initials: _ I:tHuilding\Forms\Transmittall.etter-Revisions 07312�. oc - City of Tigard 11 COMMUNITY DEVELOPMENT DEPARTMENT II s T i G n u n Building Permit Review — Commercial - No Land Use Building Permit #: BUP 2019-00343 Site Address: 11600 SW 72"d Ave,Tigard OR 97223 Suite/Bldg#: Project Name: SW 72"d Ave & Baylor St (Name of commercial business occupying the space. If vacant,enter Spec Space.) Planning Review 1) Back Up Generator relocated to southeast corner and drawing updated to show 810 PGE Transformer location with updated screening requirements,and 2)landscape planting updated Proposal: to meet standards. Existing Business Activity: Proposed Business Activity: x Verify site address/suite#exists and active in permit system. x River Terrace Neighborhood: ❑ Yes X No X Zoning: TMU X Permitted Use: X Yes ❑ No D Spec Space X Confirm no land use required. X❑ Business License: Exists: X Yes E No,applicant was provided a business license application Notes: Revisions continue to meet TMU standards &"r'4YA. �a/ y L Approved by Planning: / Date: Dec 15,2020 Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved Revision 3: 0 Approved 0 Not Approved Building Permit Submittal Original Submittal Date: / Z 3`Z 0 -- Site Plans: # 1.01,L1.0-L3.0; 11-13-2020 Building Plans: # Building Permit#: X Eli.Ler building permit#above. Workflow Routing: Planning 0 Permit Coordinator 8'' ilding /A/ j= rehg GE- Workflow Sign-off: .Sign-off for Planning(include notes from planning review) /A/ 4)C/L/LF1e7el it4'.' S Route Application Documents: —Building: original permit application,site plans,building plans, engineer and beam calculations and trust details,if applicable, etc. Notes: By Permit Technician: /4: Z�jy,phy`� — Date:7/2Vic, I:\Building\Forms\B1dgPermitRvw COM NoLandUse 111819.docx - Permit Coordinator Review ❑ Conditions "Met"prior to issuance of building permit ❑ Approved,NOT Released: Date: Notes: Revisions (after Building Submittal only) Revision Notice 1: Date Sent to Applicant: Revision Notice 2: Date Sent to Applicant: Revision Notice 3: Date Sent to Applicant: ❑ SDC Fees Entered: Wash Co Trans Dev T. : ❑ Yes ❑ N/A Tigard Trans SDC: 0 Yes 0 N/A Parks SDC: 0 Yes ❑ N/A ❑ OK to Issue Permit Approved by Permit Coordinator: Date: I:\Bui(ding\Forms\B1dgPermitRvw_COM_NoLandUse_111819.docx Branden Taggart From: Branden Taggart Sent: Thursday,January 7, 2021 9:59 AM To: Dave Mojica Subject: 72nd & Baylor Apartments Backup Generator Revisions: BUP2019-00343 - 11600 SW 72nd Ave. Attachments: Invoice.pdf Hi Dave, The backup generator revisions for 72nd & Baylor Apartments are ready to issue now. The balance due is $45.00, and I have attached an invoice above for you to reference. The permit fees can be paid online through our website: https://aca.accela.com/tigard/Default.aspx. From there, click on the Building tab, enter the permit number (BUP2019-00343) in the Record Number field, and click Search. Once paid, please notify us at TigardBuildingPermits@tigard-or.gov, and we will place the approved site copy set of revisions in our open Permit Center conference room for you to pick up between the hours of 8:00 a.m. and 5:00 p.m., Monday through Thursday. We are closed on Fridays. No appointment is necessary to pick up. Thank you, Branden Taggart ® City of Tigard a.' Senior Permit Techntoan Community Development 13125 SW Hail Blvd Tigard, OR 97223 (503)718-2449 brandent@tigard-or.gov 1 111CITY OF TIGARD BUILDING PERMIT ° '.4 COMMUNITY DEVELOPMENT Permit#: BUP2019-00343 TIGARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 6/29/2020 Parcel: 1 S 136DC00300 Jurisdiction: Tigard Site address: 11600 SW 72ND AVE Project: 72nd&Baylor Apartments Subdivision: Lot: 19 Project Description: A new six-story affordable housing apartment building with 81 units,and grade covered and uncovered parking. Contractor: BREMIK CONSTRUCTION INC Owner: CDP DEVELOPERS LLC 1026 SE STARK ST ATTN PAINE, ERIC PORTLAND, OR 97214 126 NE ALBERTA ST STE 202 PORTLAND, OR 97211 PHONE: 503-688-1000 PHONE: 347-218-0242 FAX: Specifics: FEES Description Date Amount Type of Use: COM Class of Work: NEW Type of Const: Permit Fee-RES-New Construction 06/29/2020 $54,418.10 Occupancy Grp: R-2 Occupancy Load: 728 12%State Surcharge-Building 06/29/2020 $6,530.17 Plan Review 12/19/2019 $35,371.77 Dwelling Units: 81 DC Provision Review,COM New-Bldg 06/29/2020 $203.00 Stories: 6 Height: 75 ft Plan Review-Fire Life Safety 06/29/2020 $21,767.24 Bedrooms: 147 Bathrooms: 98 Info Process/Archiving-Lg$2.00(over 06/29/2020 $136.00 Value: $16,592,000 11x17) Info Process/Archiving-Sm$0.50(up to 06/29/2020 $150.00 11x17) Floor Areas: Metro CET 06/29/2020 $12,000.00 Total Area: 99066 DC Provision Review,COM New-Ping 06/29/2020 $203.00 Accessory Struct: Basement: Carport: Covered Porch: Deck: Garage: Mezzanine: Total $130,779.28 Required: Required Items and Reports(Conditions) 1 ***NOTE***PAY DEFERRED Fire Sprinkler: Yes Parapet: Yes TDT,TSDC,&PARKS SDCS Fire Alarm: Yes Protected Corridors: Yes 2 XXX. PROVIDE Smoke Detectors: Yes Manual Pull Stations: Yes DOCUMENTATION OF PUBLIC Accessible Parking: 4 3 Special Inspection(see plans) This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of Issuance, or if work is suspended for more the 180 days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain a copy of the rules or direct questions to OUNC by calling 503.232.1987 or 1.800.332.2344. Issued By: rid:275...."A /2 ��J Permittee Signature: N ��4 e may-7 (((111/ Call 503.639.4175 by 7:00 a.m.for the next available inspection date. This permit card shall he kept in a conspicuous place on the job site until completion of the project. Approved plans are required on the job site at the time of each inspection. • Building Permit Application Commercial FOR OFFICE USE ONLI Received � City of Tigard DateB : l Permit No. / PO n4 i _ . 13125 SW Hall Blvd.,Tigard,OR 972 n ! Phone: 503-718-2439 Fax: 503-598EC E'\I V D Daplan Reve „�p e : ' )f�, ' ice/ 4' , T I G A R D Inspection Line: 503-639-4175 Date Ready/By: H See Page 2 for Internet: www.tigard-or.gov / DEC 19 2019 Notified/Method / Supplemental Information x❑New construction ❑'i I o rtton Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all ❑Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the work indicated on this application. ❑ 1-and 2-family dwelling 0 Commercial/industrial Valuation: $ Number of bedrooms: ElAccessory building x❑Multi-family ❑Master builder ElOther: Number of bathrooms: Total number of floors: Job site address: SW 72nd Ave&SW Baylor St f/(w ,> New dwelling area: square feet City/State/ZIP:Tigard, OR 97223 Garage/carport area: square feet Suite/bldg./apt.#: N/A I Project name: SW 72nd Ave&SW Baylor St Covered porch area: square feet Cross street/directions to job site: SW 72nd Ave&SW Baylor St Deck area: square feet Other structure area: square feet Subdivision: I Lot#: Permit fees*are based on the value of the work performed. Tax map/parcel#: Tax No's.1 S136DC00300, 1 S136DC00301,and 1 S136DC00400 Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the work indicated on this application. Six story multi-family building featuring 1,2,and 3 bedroom units,an elevated Valuation: $ 16,592,000 courtyard,on grade play area, multiple shared community spaces,on grade Existing building area: N/A square feet covered and uncovered parking,and building services offices off the main lobby at the corner of 72nd and Baylor. 1S( Lh/ New building area: 99,066 sf square feet Number of stories: 6 Name: Community Development Partners-Attn:Wendy Klein Type of construction:5 stories IIIB over 1 story 1A Address: 126 NE Alberta St, Suite 202 Occupancy groups: City/Stare/ZIP:Portland,OR 97211 Existing: N/A Phone:( 347)218-0242 Fax:(N/A ) New: R-2,A-3, S-2 `' nosouni �i Business name: Scott Edwards Architecture plan (ordeposit): $35,371.77 Structural review fee de ostt Contact name: Dave Mojica FLS plan review fee(if applicable): $0 U Address: 2709 SE Ankeny St. 1 Total fees due upon application: $35,371.77 • City/State/ZIP: Portland,OR 97214 Phone:(503 )896-5378 I Fax::( N/A ) Amount received: $35,371.77 sl E-mail:: dmojica@seallp.com Commercial and residential prescriptive installation of Qroof-top mounted Photo Voltaic Solar Panel System. `'Business name: Bremik Constuction-Attn:Bob Trapa Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address:1026 SE Stark St Solar Installation Specialty Code checklist. City/State/ZIP: Portland,OR 97214 Permit fee(includes plan review $180.00 and administrative fees): Phone:( 503)688-1000 Fax:(N/A ) State surcharge(12%of permit fee): $21.60 CCB Lic.:160383 Total fee due upon application: $201.60 Authorized signature: This permit application expires if a permit is not obtained ��---'"��000U within 180 days after it has been accepted as complete. Print name: Dave Mojica Date: * Fee methodology set by Tri-County Building industry 1 12.16.2019 Service Board. I:1BuildingtPermits\BUP_COM_PermitApp.doc Rev.04/21/2014 440 4613T(11/02/COM WEB) City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 1,11 ■ 7 Accessibility: Barrier Removal Improvement Plan • Commercial & Multi-Family - Additions or Alterations TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov N/A-New Construction REQUIREMENT: OREGON REVISED STATUTE (ORS) 447.241. (1) Every project for renovation,alteration or modification to affected buildings and related facilities shall be made to insure that the path of travel to the altered area and the restroom, telephones and drinking fountains are readily accessible to individuals with disabilities unless such alterations are disproportionate to the overall alterations in terms of cost and scope. (2) Alterations made to the path of travel to an altered area may be deemed disproportionate to the overall alteration when the cost exceeds twenty-five percent(25%). VALUATION: Total of all renovation,alteration or modification being done, excluding painting and wallpapering: [1] $ MULTIPLIER(25%barrier removal requirement): x .25 TOTAL BUDGET FOR BARRIER REMOVAL: [2] $ ELEMENTS: In choosing which accessible elements to provide under this section,priority shall be given to those elements that will provide the greatest access. Elements shall be provided in the following order: (a) Parking $ (b) An accessible entrance: $ (c) An accessible route to the altered area: $ (d) At least one accessible restroom for each sex or a single unisex restroom: $ (e) Accessible telephones: $ (f) Accessible drinking fountains:and, $ (g) When possible,additional accessible elements such as storage and alarms: $ TOTAL(shall equal line [2] of Valuation Computation): $ I:\Building\Permits\BUP_COM_PermitApp.doc Rev.03/05/2019 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT IN 7 Plan Submittal Requirements Commercial & Multi-Famil - New, Additions or Alterations T I Ci A R u 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov 1. SITE PLAN (3) copies - fully dimensional,drawn to scale and labeled with: A. M map &tax lot# X❑ project name X❑ site address ® suite number M zoning ® applicant name XE phone number B. North arrow. C. Scale (architectural or engineering only). D. Street names. E. Setbacks. F. Parking, including disabled access. G. Finished floor elevations. *See Arch and Civil 2. EROSION CONTROL PLANS AND DETAILS. *See Civil 3. BUILDING PLANS: See the "Plan Submittal Requirement Matrix" for the number of plans required based on submittal type (no redlines or tape-ons accepted). All details listed below shall be incorporated into the plans: A. Scale (architectural or engineering only). B. Foundation plan. C. Floor plan(s). D. Cross sections. E. Reflective ceiling plan. F. Seismic bracing detail for suspended ceiling. G. Roof plan. H. Exterior elevations. I. Structural calculations, plans, details and specifications. J. Accessibility barrier removal worksheet. K. Deposit - based on valuation of project. *See Complete Set I:\Building\Permits\BUP_COM_PermitApp.doc Rev.03/05/2019 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT ` Plan Submittal Requirements Matrix Commercial & Multi-Family - New, Additions or Alterations TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov kr. lype o 'ubmittal # of Plans (Includes new, additions and alterations.) Required at ;:Submittal Demolition Permit 2 (site plan is required showing location and square footage of all buildings to be demolished,erosion control plan and tree protection,if applicable) Site Work 3 (must include location of all accessible parking) Plumbing (site utilities) 2 Building 3 Fire Protection System 3 Mechanical 2 Plumbing (building fixtures) 2 Electrical 2 Solar Photovoltaic 2 (Requires check list for prescriptive installation. If not prescriptive installation,engineering is required.) Calculations and Project Manuals-2 sets Plan review is dependent upon submittal of a completed application and plans. After plan review approval, the Plans Examiner will contact the applicant to request additional sets of plans for distribution purposes (for contractor, City of Tigard,Washington County, and Tualatin Valley Fire&Rescue),if applicable. I:\Building\Permits\BUP_COM_PermitSpp.doc Rev.03/05/2019 <r _ Construction Excise Tax Exemption Application JUN ` 2020 Exemption Description (check applicable exemption): 1. Private School Improvements. 2. Public Improvements as defined in ORS 279A.010 3. Residential housing that is guaranteed to be affordable, under guidelines Established by the United States Department of Housing and Urban Development, to households that earn no more than 80% of the median Household income for the area in which the construction tax is imposed, for a period of at least 60 years following the date of construction of the residential housing. 4. Public or Private hospital improvements. 5. Non-profit long term care facilities; non-profit residential care facilities; or non-profit continuing care retirement communities. 6. Improvements to religious facilities primarily used for worship or education associated with worship. 7. Agricultural buildings as defined in ORS 455.315(2)(a). C Application for any of the above exemptions provides consent for the District to audit the applicant's records to verify the legal statues and compliance with the exemption prerequisites. I do hereby certify that by signing I am verifying eligibility for the above Exemption to the Construction Excise'Tax. Director of Development Authorized Signature Title Jurisdiction Issuing Permit: City of Tigard Permit No. BUP 2019-00343 School District in which Construction is Planned: Tigard —Tualatin School District Address of Construction for which Exemption is Claimed: 11600 SW 72nd Ave, Tigard, OR 97223 Permit Holder: Tigard Triangle Limited Partnership Permit Ilolder Phone:347-218-0242 Permit Holder E-Mail: wendy@communitydevpartners.corn CET Exemption Application 1/13/2010 TDT/TSDC Estimate 72nd & Baylor Afford. Housing 7/6/2000 72nd & Baylor Original TDT 12-26-2019 AMS TDT RATES EFFECTIVE 7/1/2019, RESIDENTIAL TSDC RATES EFFECTIVE 7/1/19 ��, �,_dn�J NON-RES:TSDC CITYWIDE EFFECTIVE 10/1/19 mi OYes /7600 .-Ct 2.1 - Project is in River Terrace ? O No * For TDT and residential formula has been replaced with published rate per unit. Former Use ITE Rate per Rate per TDT/TSDC Rate Type Use# Code PHVT PHVT Unit* # Units Amount Description TDT 1 210 $8,968 3.00 $26,904 3 SFRs TSDC-Imp 1 210 $6,335 3.00 $19,005 TSDC-Reim 1 210 $365 3.00 $1,095 TSDC-RT 1 $0 0.00 $0 TDT 2 $0 0.00 $0 TSDC-Imp 2 $0 0.00 $0 TSDC-Reim 2 $0 0.00 $0 TSDC-RT 2 $0 $0 Did total TSDC need to be reduced to 80%of TDT? Use 1 No Use 2 No Total TDT and TSDCs Former Uses $47,004 Proposed Use ITE Rate per Rate per TDT/TSDC Use # Code PHVT PHVT Unit* # Units Amount Description TDT 1 220 $5,867 81.00 $475,227 81 Apartments TSDC-Imp 1 220 $3,696 81.00 $299,376 TSDC-Reim 1 220 $213 81.00 $17,253 TSDC-RT 1 $0 0.00 $0 TDT 2 $0 0.00 $0 TSDC-Imp 2 $0 0.00 $0 TSDC-Reim 2 $0 0.00 $0 TSDC-RT 2 $0 0.00 $0 Did total TSDC need to be reduced to 80%of TDT? Use 1 No Use 2 No Total All TDTs &TSDCs Proposed Uses $791,856 Less: Total All TDTs &TSDCs Former Uses $47,004 Total All TDTs&TSDCs Net Increase $744,852 Total Net County TDT $448,323 If paid at permit isst Total Net TSDC-Imp $280,371 To be exempted if p Total Net TSDC-Reim $16,158 qualifies as recorder Total Net TSDC RT Overlay $0 affordable housing. TDT TSDC Imp+ Reim Target Recovery Rate 28.0% 30% Estimated Total Impact $1,601,154 $988,430 Estimated Unmitigated Impact $1,152,831 $691,901 All TDT&TDSC TSDC RT Overlay Target Recovery Rate 29% 30% Estimated Total Impact $2,589,584 $0 Estimated Unmitigated Impact $1,844,732 $0 TOT=County Transportation Development Tax TSDC Citywide=City of Tigard Transportation System Development Tax(TSDC-Imp&TSDC-Reim) TSDC RT=River Terrace Transportation System Development Tax Overlay Extended Combination SDC Calculator-091018-I:\Community Development\Permit Coordinator\SDC Calculators TDT/TSDC Estimate 72nd & Baylor Afford. Housing 7/6/2000 72nd & Baylor Original TDT 12-26-2019 AMS TDT RATES EFFECTIVE 7/1/2019, RESIDENTIAL TSDC RATES EFFECTIVE 7/1/19 NON-RES:TSDC CITYWIDE EFFECTIVE 10/1/19 au .. e7/%--,e223e4.3 O Yes //6 Q O SCE ;;- Project is in River Terrace ? ® No * For TDT and residential formula has been replaced with published rate per unit. Former Use ITE Rate per Rate per TDT/TSDC Rate Type Use# Code PHVT PHVT Unit* # Units Amount Description TDT 1 210 $8,968 3.00 $26,904 3 SFRs TSDC-Imp 1 210 $6,335 3.00 $19,005 TSDC-Reim 1 210 $365 3.00 $1,095 TSDC-RT 1 $0 0.00 $0 TDT 2 $0 0.00 $0 TSDC-Imp 2 $0 0.00 $0 TSDC-Reim 2 $0 0.00 $0 TSDC-RT 2 $0 $0 Did total TSDC need to be reduced to 80%of TDT? Use 1 No Use 2 No Total TDT and TSDCs Former Uses $47,004 Proposed Use ITE Rate per Rate per TDT/TSDC Use# Code PHVT PHVT Unit* # Units Amount Description TDT 1 220 $5,867 81.00 $475,227 81 Apartments TSDC-Imp 1 220 $3,696 81.00 $299,376 TSDC-Reim 1 220 $213 81.00 $17,253 TSDC-RT 1 $0 0.00 $0 TDT 2 $0 0.00 $0 TSDC-Imp 2 $0 0.00 $0 TSDC-Reim 2 $0 0.00 $0 TSDC-RT 2 $0 0.00 $0 Did total TSDC need to be reduced to 80% of TDT? Use 1 No Use 2 No Total All TDTs&TSDCs Proposed Uses $791,856 Less: Total All TDTs & TSDCs Former Uses $47,004 Total All TDTs &TSDCs Net Increase $744,852 Total Net County TDT $448,323 If paid at permit ism Total Net TSDC-Imp $280,371 To be exempted if p Total Net TSDC-Reim $16,158 qualifies as recorder Total Net TSDC RT Overlay $0 affordable housing. TDT TSDC Imp + Reim Target Recovery Rate 28.0% 30% Estimated Total Impact $1,601,154 $988,430 Estimated Unmitigated Impact $1,152,831 $691,901 All TDT&TDSC TSDC RT Overlay Target Recovery Rate 29% 30% Estimated Total Impact $2,589,584 $0 Estimated Unmitigated Impact $1,844,732 $0 TDT=County Transportation Development Tax TSDC Citywide=City of Tigard Transportation System Development Tax(TSDC-Imp&TSDC-Reim) TSDC RT=River Terrace Transportation System Development Tax Overlay Extended Combination SDC Calculator-091018-I:\Community Development\Permit Coordinator\SDC Calculators