Loading...
Specifications (7) RECEIVED OFFICE COPY NOV 7 ?"a CITY Y OF i IGARD BUILDING DIVISION lçpff November 9, 2021 1 P 2o21 — OO 2'I O Mr.Jim Knees 1 31 G SW DtARNq►..1, i2D Petersen Kolberg Associates 6969 SW Hampton Street Portland,OR 97223 Re: Providence Credena Pharmacy Tenant Improvements Tigard,Oregon Dear Jim: Attached please find calculations package, dated November 2021, which verifies the structural adequacy of the new rooftop mechanical units at Providence Credena Pharmacy, as shown on drawings S0.1.00 through S7.2.00 dated November 10, 2021. Design is based on the requirements of the 2019 Oregon Structural Specialty Code, based on the 2018 International Building Code. If you have any questions or need further information, please call me. Sincerely, NdLtQlctClar 13113°%) Jeffrey Huddleston, P.E. (4j i Associate OR ON)-7 Attachments 99R. 10 200 Project No. 10022100620 -"rt• B. �� EXPIRES 12/31/2022 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 227-3251 kpff.com Project Providence Credena Pharmancy By JLH Sheet No. kPff Location Tigard, OR Date 11/2021 S1 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date PROJECT DESIGN CRITERIA Project is located in existing warehouse building with concrete precast walls and timber roof. New interior studs walls for office separation & bathrooms New rooftop mechanical units plus relocated units Interior wall design pressure of 5psf Roof RTU seismic/wind lateral forces Existing Structure Ground Level -5"slab on grade Roof Level - Plywood sheathing over 6x14 purlins at 8ft centers (2x4 sub-purlins at 2ft1,centers) -Glulam girders span 24ft to HSS columns Project Providence Credena Pharmancy By JLH Sheet No. irrTF'F Location Tigard, OR Date 11/2021 S2 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 8ft Page 1 of 2 Model: Wall Opening 8ft Date:11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designers" 3.4.6.0 Design Loads ■■■■■■ Oft Wall Lateral Pressure: 5 psf mom v RO Lateral Pressure: Head/Sill Only 6ft v Lateral Element Forces multiplied Lateral by 1 for strength checks 10 ft Lateral Forces multiplied by 1 for deflection determination Header: Box(lateral combined) Gravity Load at Header: 12 psf n 'Oft 8.Oft V Lateral Pressure to: Head/Sill Only '' 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) Wall Studs 600S125-33(33), 48 in 48 in 48 in 0 None N/A Single©24 in o/c Jamb Studs 600S162-33(33),Boxed None None None 0 None 8 in Vertical Header 600S162-33(33),Boxed Full N/A N/A 0 None N/A Lateral Header 600S200-33(33),Boxed 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(lb) (Ib) (Ib) Wall Studs 600S125-33(33), 384.0 320.0 80.0 80.0 80.0 Single@24 in o/c Jamb Studs 600S162-33(33),Boxed 600.0 750.0 140.0 100.0 140.0 Vertical Header 600S162-33(33),Boxed N/A 576.0 288.0 N/A 288.0 Lateral Header 600S200-33(33),Boxed N/A 320.0 160.0 N/A 160.0 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Wall Studs 600S125-33(33), U523 L/0 0.958 0.13 NA Yes Single@24 in o/c Jamb Studs 600S162-33(33), L/699 L/0 0.62 0.40 NA Yes Boxed Project Providence Credena Pharmancy By JLH Sheet No. 1rr'TF'F Location Tigard, OR Date 11/2021 S3 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 8ft Page 2 of 2 Model: Wall Opening 8ft Date: 11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.6.0 Vertical Header 600S162-33(33), U1530 NA 0.30 0.23 No Yes Boxed Lateral Header 600S200-33(33), L/3162 NA 0.16 0.13 No Yes Boxed Simpson Strong-Tie®Connectors A Studs Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 80.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 16.33% 7.17% R1 80.00 384.00 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 32.92% 18.17% steel(3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Connectors a Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 140.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 28.57% 12.56% R1 100.00 600.00 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 27.44% 22.71 % 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 @ Studs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 4 0.0 No Soln No Soln No Soln No Soln No Soln No Soln 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 Span N/A N/A N/A N/A N/A N/A N/A N/A Project Providence Credena Pharmancy By JLH Sheet No. irr'Tf'F Location Tigard, OR Date 11/2021 S4 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 18ft Page 1 of 2 Model: Wall Opening 18ft Date:11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 3.4.6.0 Design Loads ■■■■■■ 0ft Wall Lateral Pressure: 5 psf iiii RO Lateral Pressure: Head/Sill Only ■■■■ 6ft Lateral /-• Lateral Element Forces multiplied by 1 for strength checks 10 ft Lateral Forces multiplied by 1 for deflection determination Header: Box(lateral combined) Gravity Load at Header: 12 psf !O ft u MiiiMiiiMilIMIIMINE 18.Oft � ' Lateral Pressure to: Head/Sill Only v .0 Brace 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) Wall Studs 600S125-33(33), 48 in 48 in 48 in 0 None N/A Single©24 in o/c Jamb Studs 600S162-43(33),Boxed None None None 0 None 8 in Vertical Header 800S162-54(50),Boxed Full N/A N/A 0 None N/A Lateral Header 600T200-54(50),Boxed 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) Wall Studs 600S125-33(33), 384.0 320.0 80.0 80.0 80.0 Single@24 in o/c Jamb Studs 600S162-43(33),Boxed 960.0 1500.0 265.0 175.0 265.0 Vertical Header 800S162-54(50),Boxed N/A 2916.0 648.0 N/A 648.0 Lateral Header 600T200-54(50),Boxed N/A 1620.0 360.0 N/A 360.0 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Wall Studs 600S125-33(33), L/523 L/0 0.958 0.13 NA Yes Single@24 in o/c Jamb Studs 600S162-43(33), L/467 L/0 0.81 0.55 NA Yes Boxed Project Providence Credena Pharmancy By JLH Sheet No. 1q3ff Location Tigard, OR Date 11/2021 S5 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy /Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 18ft Page 2 of Model: Wall Opening 18ft Date: 11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 3.4.6.0 Vertical Header 800S162-54(50), U420 NA 0.48 0.15 No Yes Boxed Lateral Header 600T200-54(50),Boxed L/356 NA 0.45 0.07 No Yes Simpson Strong-Tie®Connectors(cD Studs Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 80.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 16.33% 7.17% R1 80.00 384.00 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 32.92% 18.17% steel(3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Connectors 0 Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 265.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 43.44% 23.77% R1 175.00 960.00 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 28.45% 39.74% 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 al Studs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 4 0.0 No Soln No Soln No Soln No Soln No Soln No Soln 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 Span N/A N/A N/A N/A N/A N/A N/A N/A Project Providence Credena Pharmancy By JLH Sheet No. 1rrTFF Location Tigard, OR Date 11/2021 S6 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 28ft Page 1 of 2 Model: Wall Opening 28ft Date:11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"'3.4.6.0 Design Loads ■■■■■■ 0 ft Wall Lateral Pressure: 5 psf m RO Lateral Pressure: Head/Sill Only ■■■■ 6ft • r` Lateral Element Forces multiplied Lateral by 1 for strength checks 10 ft Lateral Forces multiplied by 0.7 for deflection determination Header: Box(lateral combined) Gravity Load at Header: 12 psf n oft 28.0 ft Lateral Pressure to: ' Head/Sill Only v 4,4 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) Wall Studs 600S125-33(33), 48 in 48 in 48 in 0 None N/A Single@24 in o/c Jamb Studs 600S162-68(50),Boxed None None None 0 None 8 in Vertical Header 1200S200-68(50),Boxed Full N/A N/A 0 None N/A Lateral Header 600T250-97(50),Boxed 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(lb) (Ib) (Ib) Wall Studs 600S125-33(33), 384.0 320.0 80.0 80.0 80.0 Single@24 in o/c Jamb Studs 600S162-68(50),Boxed 1320.0 2250.0 390.0 250.0 390.0 Vertical Header 1200S200-68(50),Boxed N/A 7056.0 1008.0 N/A 1008.0 Lateral Header 600T250-97(50),Boxed N/A 3920.0 560.0 N/A 560.0 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Wall Studs 600S125-33(33), L/747 L/0 0.958 0.13 NA Yes Single@24 in o/c Jamb Studs 600S162-68(50), L/685 L/0 0.54 0.35 NA Yes Boxed Project Providence Credena Pharmancy By JLH Sheet No. 1rrTF'F Location Tigard, OR Date 11/2021 S7 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date INTERIOR STUDWALLS w/WINDOW OPENINGS Project Name: Wall Opening 28ft Page 2 of 2 Model: Wall Opening 28ft Date: 11/04/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.6.0 Vertical Header 1200S200-68(50), L/415 NA 0.48 0.18 No Yes Boxed Lateral Header 600T250-97(50),Boxed L/315 NA 0.47 0.03 No Yes Simpson Strong-Tie®Connectors Coil Studs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 80.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 16.33% 7.17% R1 80.00 384.00 600T125-33(33)&(1).157 SST PDPA/PDPAT-62KP to 32.92% 36.33% steel(3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie®Connectors Coil Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 390.00 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 51.32% 34.98% R1 250.00 1320.00 600T125-33(33)&(2).157 SST PDPA/PDPAT-62KP to 24.22% 56.77% 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 @ Studs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Mazy (Min)' (Max)' (Min)' (Max' Span 48 4 0.0 No Soln No Soln No Soln No Soln No Soln No Soln 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.) (Ming (Max)' (Min)' (Max)' (Min)' (Max)' Span Span N/A N/A N/A N/A N/A N/A N/A N/A Project Providence Credena Pharmancy By JLH Sheet No. 111TFF Location Tigard, OR Date 11/2021 S8 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date ROOFTOP EQUIPMENT SEISMIC ACCELERATIONS OTCHazards by Location Search Information Address: 7374 SW Durham Rd,Tigard,OR 97224,USA YrAIN ME12C' 158" ft _1 AKEezovE Coordinates: 45.40132740000001,-122.7527564 ., ip V7 (99w) Elevation: 158 ft King City Timestamp: 2021-10-20T17:51:28.856Z Durham Hazard Type: Seismic Rivergrove Reference ASCE7-16 Go gle Tualatin Document: Map data©2021 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.851 MCER ground motion(period=0.2s) St 0.39 MCER ground motion(period=1.0s) SM5 1.022 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDs 0.681 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Project Providence Credena Pharmancy By JLH Sheet No. irrrf'F Location Tigard, OR Date 11/2021 S9 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date ROOFTOP EQUIPMENT WIND PRESSURES OTCHazards by Location Search Information METZC .158 ft rani GROVE Address: 7374 SW Durham Rd,Tigard,OR 97224,USAIP _ ;ity Coordinates: 45.40132740000001,-122.7527564 Elevation: 158 ft Durham Timestamp: 2021-10-20T17:47:32.884Z Rivergrove Tualatin Hazard Type: Wind Shadowood Stafford Go 'gie Map data©2021 Google 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 Project Providence Credena Pharmancy By JLH Sheet No. Location Tigard, OR Date 11/2021 S10 1 q:Vff Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy /Office T.I. Date RTU UNIT CRUB FRAMING DETAIL T ALIGN RTU UNIT CURBS w/(E)PURLIN&(E)GL GIRDER,TYP (E)6x14 ROOF PURLINS BELOW \ + (E)2x4 SUB PURLINS BELOW AT 2'-0"o.c. (N)RTU UNIT V.I.F. A f t A - (N)2x4 SUB PURLIN HEADER o LL BELOW AT DUCT SHAFT j w/SIMPSON LUS24 HANGERS TYP. 11 € L (N)4x4 BLOCKING BLW L L i y AND ON ECURB)ROOFS NOT \ + PURLINS OR JOISTS (N)4x12 CURB € FRAMING(4) SIDES OF RTU PARTIAL PLAN Project Providence Credena Pharmancy By JLH Sheet No. 1 qjff Location Tigard, OR Date 11/2021 S11 i Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date EQUIPMENT SEISMIC ANCHORAGES TYPICAL ROOFTOP RTU UNITS Equipment Weight Unit Width Unit Length Unit Height (Anchor CC) (Anchors CC) Lennox 725 lbs 48" 96" 60" C.G. Fp = (0.4)*(Sds= 0.681)*(1+ 2*(15ft/15ft)*(Ap=1.0)(Ip=1.0)/(Rp = 2.5) = 0.327 Wp (Table 13.6-1) Fp min = 0.30*(Sds = 0.681)*(Ip=1.0) = 0.204 Wp Fp = 0.327 (W= 725 Ibs) = 238 lbs lateral force Vanchor= 238 lbs/8 = 30 lbs each Tuplift = (238 Ibs*60"/2)-(0.76*725 Ibs*48"/2)/(48")(4) = 0 lbs each « No Net Uplift - Fasten unit to (E) 6x purlins w/(8) 1/2"x 3-1/2" lag screws CONDENSER FAN(S) ECONOMIZER/OUTSIDE AIR L INTAKE HOOD;RE:GENERAL NOTE 4 BELOW. FLEXIBLE CONNECTION ON COMPRESSOR& FAN&HEATER FILTER/EVAP. BAROMETRIC RELIEF DAMPER HOOD; SA AND RA OUTLET CONDENSER COIL SECTION COIL SECTION RE:GENERAL NOTE 5 BELOW. GAS COCK SECTION GAS LINE;RE:GENERAL NOTE 3 ANCHOR WITH CADMIUM PLATED BELOW. SCREWS 6"ON CENTER BASE FLASHING,REF ARCH INSULATED ROOF CURB,REF ARCH DLCI S� u CONDENSATE DRAIN LINE;RE I 4 GENERAL NOTES 2&3 BELOW. I -m -Illllllllll® U U o a BUILT-UP FLAT ROOF AND SMOKE DETECTOR;RE: a DECK;RE:ARCHITECTURAL GENERAL NOTE 1 BELOW. FOR EXACT CONSTRUCTION Project Providence Credena Pharmancy By JLH Sheet No. inl3ff Location Tigard, OR Cate 11/2021 S12 Client PKA Architects Revised Job No. Portland,Oregon 10022100620 Pharmacy/Office T.I. Date EQUIPMENT SEISMIC ANCHORAGES LARGE ROOFTOP UNIT RTU-7 Equipment Weight Unit Width Unit Length Unit Height (Anchor CC) (Anchors CC) Premier 8,000 lbs 96" 384" 96" C.G. Fp = (0.4)*(Sds = 0.681)*(1+2*(15ft/15ft)*(Ap=1.0)(Ip=1.0)/(Rp=2.5) = 0.327 Wp (Table 13.6-1) Fp min = 0.30*(Sds = 0.681)*(Ip=1.0) = 0.204 Wp Fp = 0.327 (W= 8,000 lbs) = 2,616 lbs lateral force Vanchor= 2,616 lbs/16 = 164 lbs each Tuplift = (2616 Ibs*96'/2) - (0.76*725 Ibs*96'/2)/(96")(8) = 0 lbs each « No Net Uplift - Fasten unit to (E) 6x purlins w/(8) 1/2"x 3-1/2" lag screws Reference only Not part of this permit CONDENSER FAN(S) ECONOMIZER/OUTSIDE AIR INTAKE HOOD;RE:GENERAL NOTE 4 BELOW. FLEXIBLE CONNECTION ON COMPRESSOR& BAROMETRIC RELIEF DAMPER HOOD; SA AND RA OUTLET CONDENSER COIL FAN&HEATER FILTER/EVAP. GAS COCK SECTION SECTION COIL SECTION RE:GENERAL NOTE 5 BELOW. GAS LINE;RE:GENERAL NOTE 3 ANCHOR WITH CADMIUM PLATED BELOW. SCREWS 6"ON CENTER BASE FLASHING,REF ARCH n n INSULATED ROOF CURB,REF ARCH DC� S CONDENSATE DRAIN LINE;RE I ,,. 4' GENERAL NOTES 2&3 BELOW. _ � R� �. . . ,I l I I 1 1 1 1 1 1I® " i I V. 0 o BUILT-UP FLAT ROOF AND SMOKL DETECTOR;1 . DECK;RE:ARCHITECTURAL GENERAL NOTE 1 BELOW. FOR EXACT CONSTRUCTION