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Specifications (23) v \ „ C LQ' � SIMPSON CS Beam Calculation 7.‘ � " 02/14/19 Tie 16:24:27 JUL 1 0 2119 1 of ® CITY OFTIGARD DLt1t iii e. D1'h';,:Ill Cover Sheet Job: 803003 Confirmation#: 0214152432 Contact Person : AARON HULSE Company Name: HUTTIG BUILDING PRODUCTS 8100 SW HUNZIKER RD. TIGARD, OR 97223 Phone/Fax: 503-620-1411 / Email: ahulse@huttig.com Ship-To Contact: AARON HULSE Ship-To Company: Ship-To Phone/Fax: / Ship-To Email: Member Information (1)-903003-JST-LPI-18-11'.KYB (2)-903003-JST-LPI-18-6'.KYB (3)-903003-JST-LPI-18-6'-9.5inch.KY6 (4)-903003-JST-LPI-20-15'.KYB Comments All product names are trademarks of their respective owners. Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product installation according to themanufacturer's specifications. SIMPSON CS Beam Calculation 02/14/19 16:24:27 2of7 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Simpson Strong-Tie Company Inc., and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Simpson Strong-Tie Company Inc. Copyright Simpson Strong-Tie Company Inc., 2012,ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and/or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer(registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can resist any uplift reactions appropriately. 9. LATERAL BRACING All lateral bracing requirements apply along the entire length of the component member. The design of the individual component member brace and the anchorage of the brace is the responsibility of the Building Designer. Design assumes that the P component member is braced top and bottom at all bearing locations. G FN S �O 10. MULTI-PLY COMPONENTS Lu �• v Multi-ply components shall be connected together in accordance with the 90194 r0 manufacturer's recommendations All product names are trademarks of their respective owners. Copyright©2013 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. 44 This drawing is an integral part of a member component document as defined in the attached General Notes.This drawing is not O RCN 10,�1�' Q4 complete without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the component shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.This design assumes RFN R R.CO�e/15/2C 1! product installation according to the manufacturer's specifications. , EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 16:24:27 3of7 11. BEARING LENGTH The "Input Brg. Length" listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length"on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. 12. POINT LOADS OVER A BEARING Point loads applied over a bearing are assumed to be carried not by the I-joist, beam, or girder, but instead by rim board, squash blocks, or some other means. Therefore the points loads over the bearings will be included in the bearings and reactions summary, but will not be considered when evaluating the interior and end reactions and is indicated on the drawings by"Pass-thru"framing is required at point loads over bearings. 13. PONDING WARNING Where components are used in roof systems, these components have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. cts0 PRop ,s, 7 cr 90194P All product names are trademarks of their respective owners. OREGON Copyright©2013 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. /� This drawing is an integral part of a member component document as defined in the attached General Notes.This drawing is not `✓ 10,��j �Q complete without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the component shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.This design assumes product installation according to the manufacturer's specifications. ��t ^ /�O\ � "• V /15/2 1! EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 16:24:27 4 04.2 7 f 7 CS Beam 2018.7.0.8 I TUTTIG#803003 2-14-1 kmBeamEngine 2018.7.0.1Seal: 199p m Materials Database 1569 Oregor Member Data Description: FLR 2-4 BLD 1-6 Member Type: Joist Application: Floor (J4)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 25 PSF Deck Connection: Glued & Nailed Filename: 903003-JST-L Joist Design Includes CCMC Vibration Check Subfloor:23/32"OSB Ceiling: Double layer of 5/8"gypsum Blocking: (See Requirements Below) 11 m / / 10 5 8 O 10 5 8 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) 2.750" 1.500" 659# -- 2 10' 5.500" Wall SPF Plate (425psi) 2.750" 1.500" 659# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 406#(203p1f) 254#(127p1f) 2 406#(203plf) 254#(127plf) Design spans 10' 1.750" Product: 11 7/8" LPI-18 24.0" O.C. PASSES DESIGN CHECKS Blocking: (None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1673.'# 3100.'# 53% 5.23' Total Load D+L Shear 659.# 1335.# 49% 0' Total Load D+L End Reaction 659.# 955.# 69% 0' Total Load D+L TL Deflection 0.1214" 0.5073" L/999+ 5.23' Total Load D+L LL Deflection 0.0747" 0.3382" L/999+ 5.23' Total Load L Vibration 0.0148" 0.0740" 20% Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% 'e..i) PROFN ��S �0 ee„, 'A ate X 901944 r�rj OREGON X All product names are trademarks of their respective owners. Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. Q� �A ,� PO This drawing Is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete �'(;}(1a, without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product (`� (- O installation according to themanufacturer's specifications. 'iv R.`-' 1 Ft2c 1 f EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 St W 16:24:28 5of7 CS Beam 2018.7.0.8 HUTTIG#803003 2-14-1 kmBeamEngine 2018.7.0.1 3:23pm Materials Database 1569 Seal:Oregon Member Data Description:FLR 2-4 BLD 1-6 Member Type: Joist Application: Floor (J8) BLD.1-5/ (J7) BLD.6 Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 100 PSF Deflection Criteria: L/600 live, L/360 total Dead Load: 25 PSF Deck Connection: Glued & Nailed Filename: 903003-JST-L Joist Design Includes CCMC Vibration Check Subfloor:23/32"OSB Ceiling: Double layer of 5/8"gypsum Blocking:(See Requirements Below) w,ta w .u,vea tt miadatig...'RigitAiar°., 4'zNitt f- 4A tiAWX-' s,a' 5 10 0 5 10 0 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) 2.000" 1.500" 706# -- 2 5'10.000" Wall SPF Plate(425psi) 2.000" 1.500" 706# -- Maximum Load Case Reactions Used forapplying point loads(or line loads(to carrying members Live Dead 1 565#(282p11) 141#(71p1f) 2 565#(282p11) 141#(71p1f) Design spans 5' 7.750" Product: 11 7/8" LPI-18 24.0" O.C. PASSES DESIGN CHECKS Blocking: (None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 996.'# 3100.'# 32% 2.92' Total Load D+L Shear 706.# 1335.# 52% 0' Total Load D+L End Reaction 706.# 904.# 78% 0' Total Load D+L TL Deflection 0.0350" 0.1882" L/999+ 2.92' Total Load D+L LL Deflection 0.0280" 0.1129" L/999+ 2.92' Total Load L Vibration 0.0038" 0.0787" 5% Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% X01- PROFFS vr7 ��GINF��s�©y 7 90194r PP t i it All product names are trademarks of their respective owners. OREGON Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defned in theattached General Notes.This drawing is not complete ''4RcH 452 Q without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this 'aM 10.� drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product installation according to themanufacturer's specifications. .r/i,£N R R. COP /15/X1' EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 16:24:28 6 of 7 CS Beam 2018.7.0.8 11UT IG#803003 2-14-1 1anBeamEngine 2018.7.0.1 3:21pm Materials Database 1569 Seal:Oregor Member Data Description: BLD 1 2ND FLOOR Member Type: Joist Application: Floor (J9) Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 100 PSF Deflection Criteria: L/600 live, L/360 total Dead Load: 25 PSF Deck Connection: Glued & Nailed Filename: Beam3 Joist Design Includes CCMC Vibration Check Subfloor:23/32"OSB Ceiling: Double layer of 5/8"gypsum Blocking: (See Requirements Below) TI IT / / 5 10 0 0 5 10 0 �/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate (425psi) 2.000" 1.500" 470# -- 2 5'10.000" Wall SPF Plate(425psi) 2.000" 1.500" 470# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(282p1f) 94#(71 plf) 2 376#(282p1f) 94#(71pit) Design spans 5' 7.750" Product: 9 1/2" LPI-18 16.0" O.C. PASSES DESIGN CHECKS Blocking:(None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 664.'# 2365.'# 28% 2.92' Total Load D+L Shear 470.# 1130.# 41% 0' Total Load D+L End Reaction 470.# 895.# 52% 0' Total Load D+L TL Deflection 0.0369" 0.1882" L/999+ 2.92' Total Load D+L LL Deflection 0.0295" 0.1129" L/999+ 2.92' Total Load L Vibration 0.0056" 0.0787" 7% Control: Max End React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% PRr7F&.s 41.10 �`�GtN �s/0 cr 4 r4 7 OREGON All product names are trademarks of their respective owners. Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete Q d1gRCH 110 9 without the accompanying General Notes.The Engineers Seal on this drawing indicates only that the floor joist component shownon this drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product / p Installation according to themanufacturer's specifications. "-�r�YI R.C0‘4 -/15/2C1 EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 16:24:28 7of7 CS Beam 2018.7.0.8 HUITIG#803003 2-14-1 klnBeamEngine 2018.7.0.1 3:17pm Materials Database 1569 Seal'Oregon Member Data Description: FLR 2-4 BLD 1-6 Member Type: Joist Application: Floor (J1)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total Dead Load: 25 PSF Deck Connection: Glued & Nailed Filename: 903003-JST-L Joist Design Includes CCMC Vibration Check Subfloor:23/32"OSB Ceiling: Double layer of 5/8"gypsum Blocking:(See Requirements Below) / / 14 7 8 2 14 7 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) 2.750" 1.500" 930# -- 2 14' 7.500" Wall SPF Plate (425psi) 2.750" 1.500" 930# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 573#(286p1f) 358#(179p1f) 2 573#(286plf) 358#(179p1f) Design spans 14' 3.750" Product: 11 7/8" LPI-20 Plus 24.0" O.C. PASSES DESIGN CHECKS Blocking: (None) Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3329.'# 3755.'# 88% 7.31' Total Load D+L Shear 930.# 1485.# 62% 0' Total Load D+L End Reaction 930.# 1065.# 87% 0' Total Load D+L TL Deflection 0.3572" 0.7156" L/480 7.31' Total Load D+L LL Deflection 0.2198" 0.4771" L/781 7.31' Total Load L Vibration 0.0266" 0.0470" 57% Control: Pos.Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% ����o PRoFS [C+� ��GIN �FPS>OZ X94 .16 All product names are trademarks of their respective owners. ` OREGON Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This drawing is an integral pad of a floor joist component document as defined in theattached General Notes.This drawing is not complete 4f O without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this '9 ASH 10.�� P drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product installation according to themanufacturers specifications. 1.'1* NR COQ' s /15/201! EXPIRES: 12/31/2019