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Specifications (53) -�� � �� c -t,����, Q-d IRA SUBMITTAL COVER SHEET F M/ G&S,D NO Time Frame Inc. 8383 NE Sandy Blvd. Suite#455 Portland OR, 97220 Office:(503)255-1747 Fax:(503)255-4150 Submittal ID# Project# Date Project Name TFS-03 1825 3/20/2019 The Fields SUBMITTED TO: PREPARED BY: To: Todd Coleman Name: Brian Olson Firm: DBG Properties Title: Project Manager SUBMITTAL TYPE: ENGINEERED WOOD PRODUCTS COMMENTS: Spec/Detail Items Submitted 803003-Transmittal-Itr 803003-LAYOUTS(24X36)(bnw) 803003_Sealed_DRC_20190215 apa-pr-1238-i-joist ESR-1940 ROSBORO STNDRD GLB icc-es-esr-1305-Ipi icc-es-esr-2403-1s1-and-Ivl )5NO EXCEPTION TAKEN 0 SEE NOTATIONS REJECTED I❑REVISE AND RESUBMIT 0 SUBMIT SPECIFIC ITEM 0 REVIRETUEWRNED WITHOUT THIS REVIEW WAS PERFORMED ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS.MODIFICATIONS OR COMMENTS MADE ON THE SHOP DRAWINGS DURING THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS,REVIEW OFA SPECIFIC ITEM DOES NOT NECESSARILY INCLUDE THE REVIEW OF THE ASSEMBLY OF WHICH THE NEM IS A COMPONENT.THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTIONMEANS,METHODS.TECMJIQUES,SEQUENCES,AND PROCEDURES.THE CONTRACTOR ID ALSO RESPONSIBLE FOR THE WORK OF ALL TRADES AND FOR PERFORMING ALL WORK M A SAFE AND SATISFACTORY MANNER. ENAYAT SCHNEIDER SMITH ENGINEERING,INC. BY, Wahid DATE_6-25-19 1 T1G-rm 8100 SW Hunziker Street TIGARD, OREGON 97223 BUILDING PRODUCTS PHONE (503) 620-1411 FAX(503) 968-6048 Letter of Transmittal TO: SHELTER PRODUCTS Date: 02/15/19 Project: THE FIELDS APARTMENTS TIGARD, OR ATTN: GRANT Job No. 803003 r❑ Shop Drawings ❑ Contract Drawings ❑ Bid ❑ Calculations ❑., Reports ❑ Material List ❑ Samples ❑ Special Details 0 Other(stamped calcs.) COPIES DATE PAGE NO. DESCRIPTION 1 1-6 LP I-JOIST LAYOUTS (PDF)COLOR 1 1-6 LP I-JOIST LAYOUTS (PDF)BLACK&WHITE 1 1-7 LP I-JOIST CALCS (STAMPED)(PDF) 1 1-18 ESR-2403 (PDF) 1 1-53 ESR-1305 (PDF) 1 1-13 PR-L238 (PDF) 1 1-5 ESR-1940 (PDF) THESE ARE TRANSMITTED as checked below: ❑ As requested ❑ Revision#1 ❑ For review and comment ❑ For your use ❑ Revision#2 0 For Bids Due ❑ For Approval ❑ REMARKS: GRANT, Please send back approved set for production. Please let me know if you have any questions with our submittal. Thank you, Aaron Hulse Copy to: Signed: SIMPSON CS Beam Calculation 02/14/19 StrO Tie 16:24:27 1of7 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.KYB (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 themanufacturers specifications. SiMPSC)N CS Beam Calculation 02/14/19 16:24:27 2 of 7 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 Q PRp component member is braced top and bottom at all bearing locations. FFSS' I- 1 0. MULTI-PLY COMPONENTS 411 7 Multi-ply components shall be connected together in accordance with the94PP r(} manufacturer's recommendations �c OREGON All product names are trademarks of their respective owners. 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 _` 9 RCH10,2416 (IX'O complete without the accompanying General Notes.The Engineers 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 � N R.CjO\� C product installation according to the manufacturer's specifications. /15/Ll.1 EXPIRES: 12/31/2019 ic-J SIMPSON CS Beam Calculation 02/14/19 16:24:27 Tie 3 of 7 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. v,,ED PROA- `ur7 �c�,iN �% 9019/444 All product names are trademarks of their respective owners. �RE VQN 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 Q1 CH 01:2Q:6 P� complete without the accompanying General Notes.The Engineers 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. I:1 i CO"CL �V R.V /15/2C 1! EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 1 4:24:27 : 4:f 7 CS Beam 2018.7.0.8 HUTTIG#803003 2-14-1' kmBe3:19pm Materials ne 201569 Seal:Oregon Materials Database 1569 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 Subfloors 23/32"OSB Ceiling: Double layer of 5/8"gypsum Blocking:(See Requirements Below) It m / 10 5 8 0 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 coming members Live Dead 1 406#(203p1f) 254#(127p1f) 2 406#(203p1f) 254#(127p1f) 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% (a--0 PROFGI NFFSS '/OSp44/ CC 901944� r : OREGON All product names are trademarks of their respective owners. Copyright(c)2012 by Simpson Strong-Tie Company,Inc.ALL RIGHTS RESERVED. This drawingintegral part of a floor joist component document as defined in theattached General Notes.This drawing is not complete 6 4940.,}'11(;,,ro? 4) is an In gra j pneen `\ without the accompanying General Noia for Engineer's Seal on this drawing indicates only that the floor joist component es prod n this � ,,:c,- drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product [ {� v. installation according to themanufacturer's specifications. N'`•CO ,c, EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 16:24:28 . .. 5of7 CS Beam 2018.7.0.8 HUTr1G#803003 2_141 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) 'N (1- / O 5 10 0 / / 510 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 for appl y ng point loads(or line loads)to carrying members Live Dead 1 565#(282p1f) 141#(71p1f) 2 565#(282p1f) 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% ���Ep P R pFS 1.14, `<, G`N F �S/o� v `r 90194PF r - 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 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 9 MyN 10.p�`r' QO drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.This design assumes product FA, G Q� installation according to themanufacturer's specifications. Rr,V R. ^O�` /151X1! 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 HUTTIG#803003 2-14-1 kmBeamEngine 2018.7.0.13:21pm Seal:Oregon Materials Database 1569 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) T1 IT / / 5 10 0 O 5 10 0 �/ Bearings and Reactions Input Mini Gray Gravity Location Type Material LengthRequired 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 p1f) 2 376#(282p1f) 94#(71plf) 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 ActualAllowable Capacity Location Loading Positive Moment 664.'# 2365.'# 28% 2.92' Total Load D+L Shear 470.# 1130.# 41% 0' TotalLoad D+L End Reaction 470.# 895.# 52% 0' TotalLoad 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% � � •D PR©F�s (v 1�GtNE� , 0, � 90194 r OREGON All product names are trademarks of their respective owners. Vts4\s.......s.,Copyright(02012 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 411RCH 10.pwithout the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this 4) �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.�, 715/2C1! EXPIRES: 12/31/2019 SIMPSON CS Beam Calculation 02/14/19 Strong-Tie 16:24:28 ® 7of7 CS Beam 2018.7.0.8 HUTTIG#803003 kmBeamEngine 2018.7.0.1 :17p Materials Database 1569 317pm Seal:Oregoc 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) If / 14 7 8 7 / 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#(179plf) 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°/p Snow=115% Roof=125% Wind=160% � �vD PROFS � G I N F cc S)O C9 90194RF r . At 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 defined in theattached General Notes.This drawing is not complete Q without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the floor joist component shownon this �gRCH�0 p°' 'i'9 drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on rho sheet.This design assumes product installation according to themanufacturer's specifications. � NR.CO. /15/2c1! EXPIRES: 12/31/2019