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Specifications (3)
Job Name: TVF&R C.B O.C. Seismic CITY OF TIGARD Job Address: 11945 SW 70 "' Avenue 13125 SW HALL BLVD. January 28, 2010 TIGARD, OR 97223 Permit No.: BUP2009 -00208 SHEET 1 OF 5 MCE Project No.: 090987 STRUCTURAL PLAN REVIEW #2 Calculations: 1/12/10 Plans Dated: 1/12/10 Correction ! Item Page No. Comments Code Reference Made j No. 1 1 Special Special inspection and testing is required 1703, 1704, 1705, 1708, • Inspection for all items noted on Sheet S0.3. 1 1903, 1904, 1905. 1906. ' 1907. 1911. 1912, 1913. • 2203 and 2205 2 ! Structural Structural observation is required for all 1709 Observation ? items noted under structural notes, structural observation on Sheet S0.2. 1 -28 -10 1 3 • I Page DL -3 It appears that Composite Special ASCE7 12.2.1 Reinforced Concrete Shear Walls (Type B15) are used in the design of the building in lieu of the Special Reinforced Concrete Shear Walls (Type B5) as specified in the calculations. Submit calculations for the tension and compression resisted by the HSS I; columns. In addition, clarify the connections between existing framing and the concrete shear walls, including I the effects of shrinkage. 1 -28 -10 4 Page DL -3 Provide back -up documentation to ASCE7 12.3.4.2 warrant a redundancy factor of 1.0. A loss of a single brace in the east -west direction would result in more than a 33% reduction in the overall capacity. 1 -28 -10 1 5 i Page LA -16 ' Clarify whether I applies to the lateral 1 ASCE7 11.5.1 earth pressure when considering the { seismic loading. 1 -28 -10 1 6 Pages LA -54. Submit calculations considering the ' ASCE7 12.1.3 61, and 67 lateral force at the second floor diaphragm. 1 -28 -10 7 , Pages LA -79. Submit footing calculations without the ASCE7 2.4.1 87, 117, 122, 1 0.75 reduction for the seismic uplift 129. and 136 1 condition. 1 -28 -10 8 i Pages LA -96 ' Submit a detail for the cover plates at 106 1.1 l and 102 the beam connection condition as described in the calculations. 1 -28 -10 1 9 Pages LA -97 j Submit calculations for the built -up AISC 360 • and 98 columns considering the varying material properties (i.e. A36 for the angles and A500 for the HSS). • Job Name: TVF&R C.B.O.C. Seismic CITY OF TIGARD Job Address 11945 SW 70 Avenue 13125 SW HALL BLVD. January 28. 2010 TIGARD, OR 97223 Permit No.: BUP2009 -00208 SHEET 2 OF 5 MCE Project No: 090987 STRUCTURAL PLAN REVIEW #2 Calculations: 1/12/10 Plans Dated: 1112/10 Correction Item ' Page No. Comments Code Reference Made No. 10' Pages LA -105 Submit calculations considering cracked j ACI 318 through 111 concrete conditions. In addition, submit calculations considering appropriate spacing and edge distance conditions. • In accordance with ACI 318, the anchors are to be evaluated considering cracked concrete with i appropriate spacing and edge distance concerns. If supplement reinforcement is provided per the 3 i code, there are factors within ACI that can be used. 1 -28 -10 11 Page LA -114 ; Submit calculations for the design story ACI 318 21.7.6.2(a) drift or use the appropriate factor from ASCE7 12.12.1 ASCE Table 12.12 -1 when determining the compression zone width. 12 Pages LA -128 Clarify the (4) #6 bars used at each end 106.1.1 and 135 of the shear wall, or revise the plans to I • match the calculations. In addition, submit revised calculations for the shear wall including lateral force at the second floor diaphragm. Submit calculations for the shear ACI 21.7.6.5 walls in compliance with the ACI. 1 -28 -10 13 ; Page LA -130 Submit calculations considering both of ASCE7 2.4.1 the shear walls (i.e. the wall on Gridline 2.7 and the wall on Gridline 3) that bear on the 18' x 26' footing. 1 -28 -10 14 Sheet A2.1 The architectural drawings reference the ( 106.1.1 Detail 2/S6.1 structural drawings for the removal of the existing SLRS; however, the structural drawings provide very little detail on the 1 removal of the existing SLRS. Provide a E i demolition plan that includes phasing information to ensure the stability of the structure during the upgrade. The demolition plan is now a deferred submittal item (see Item #39). 1 -28 -10 15 Sheet A2.4. Add the 'Future Communication 106.3.4.2 ( S0.2, and S2.4 Antenna' to the deferred submittal list on Detail 8/S6.2 Sheet S0.2. Job Name: TVF &R C.B.O.C, Seismic C?TY OF TIGARD Job Address: 11945 SW 70 Avenue 13125 SW HALL BLVD. January 28, 2010 TIGARD. OR 97223 Permit No.: BUP2009 -00208 SHEET 3 OF 5 MCE Project No.: 090987 STRUCTURAL PLAN REVIEW #2 Calculations: 1/12/10 Plans Dated: 1/12/10 Correction I Item 1 Page No. 1 Comments Code Reference Made 1 No.. 1 -28 -10 16 Sheet A5.1 Add the 'Future Access Floor' to the 106.3.4.2 and S0.2 deferred submittal list on Sheet S0.2. 17. Sheet A5.1 Submit calculations for access well 1806.1 turned down edge /retaining wall that support the existing building foundation. Submit calculations for the moment j capacity at the heel of the footing. 1 Submit a detail in accordance with the calculation on page PR- 17 -01. In • addition, clarify the concrete beam excel calculation on the following page, which also listed as PR- 17 -01. 1 -28 -10 18 • Sheet S0.2 I Submit a revised scope of work ! 3406.4 statement; based on the change of occupancy, the work to be completed is considered mandatory. 1 -28 -10 19 Sheets S2.2, Submit calculations for the steps in the 1 ASCE7 12.12.2.2.1 • S2.3 and S2.4 diaphragm chords along Gridlines 2, 10, BandD. 1 -28 -10 20 Sheets S2.2. Submit calculations for the transfer of ASCE7 12.12.2.2.1 S2.3 and S2.4 the diaphragm forces at Grids B -3, 0-3.. B -9 and D -9. .1 -28 -10 j 21 . Sheets S2.2, Submit calculations for the collector ASCE7 12.14.7.3 S2.3 and S2.4 elements to the braced frames. In I 1 addition, clarify the apparent lack of connection at Grids C-2.7, C -3, C -9 and C -9.7. 1 -28 -10 22 Sheet S2.3 i Submit calculations for the diaphragm ASCE7 -05 12.12.2.2.1 chord and load transfer around the opening between Grids B -5 and B -6. 1 -28 -10 23 Sheet S2.4 Provide a detail for the connection of the 106.1.1 additional framing member for the communication tower at Grids 8.6 -7.2. 1 -28 -10 ; 24 F/S3.3 Submit calculations for the braced frame RISC 341 16.5a beams considering the requirement to be seismically compact. 1 -28 -10 1 25 F /S3.3 Clarify whether the column at Grid C -7 is 106.1.1 strengthened per Details 5 and 7/S6.2. • Job Name: TVF &R C.B.O.C. Seismic CITY OF TIGARD Job Address: 11 945 SW 70'' Avenue 13125 SW HALL BLVD. January 28. 2010 TIGARD. OR 97223 Permit No.: BUP2009 -00208 SHEET 4 OF 5 MCE Project No.: 090987 STRUCTURAL PLAN REVIEW #2 Calculations: 1/12/10 Plans Dated: 1/12/10 Correction Item Page No. Comments Code Reference Made N 1 -28 -10 26' ; GIS3.3 Clarify whether Details 5/S6.2 applies at 106.1.1 the third floor elevation. 1 -28 -10 27 1 11S6.2 Clarify the welds between the new angle i 106.1.1 brace and the existing OWJ. 1 -28 -10 28 j 6/S6.2 Clarify the welds between the new angle 106.1.1 brace and the existing HSS column. 1 -28 -10 29 : 1/S6.3 Clarify the welds between the new 106.1.1 stiffener plates and the new built -up column. 1 -28 -10 1 30 2/S6.3 Clarify the weld between the new base 106.1.1 plates and the existing base plates. In addition, clarify the weld between the new base plate and new side plates and whether the edges of the existing concrete should be chamfered. 1 -28 -10 31 3/S6.3 Clarify the side plate thickness. In 106.1.1 addition, clarify the weld between the new stiffener plates and the existing j HSS column. 1 -28 -10 32 ; 4/S6.3 ` Clarify the side plate thickness. 106.1.1 1 -28 -10 33 5 and 7/S6.3 Clarify the weld between the new 106.1.1 stiffener plates and the existing HSS i column. 34 Sheet S0.2 ; Submit one set of buckling restrained 106.3.4.2 (Deferred 1 brace deferred submittal drawings and Submittals) engineering, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before { i placement. 35 I Sheet S0.2 Submit one set of MEP deferred ! 106.3.4.2 (Deferred submittal drawings and engineer ng. . Submittals) which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 36 • Sheet S0.2 Submit one set of Communication Tower j 106.3.4.2 (Deferred 3 deferred submittal drawings and Submittals) j engineering. which have been reviewed i } and initialed by the project engineer, to Job Name: TVF &R C.B.O.C. Seismic CITY OF TIGARD Job Address: 11945 SW 7r Avenue 13125 SW HALL BLVD. January 28, 2010 TIGARD. OR 97223 Permit No. BUP2009 -00208 SHEET 5 OF 5 MCE Project No.: 090987 STRUCTURAL PLAN REVIEW #2 Calculations: 1/12/10 Plans Dated: 1/12/10 Correction Item Page No. Comments Code Reference Made No be filed with the City of Tigard before placement.. 37 Sheet S0.2 Submit one set of Access Floor deferred 106.3.4.2 • (Deferred submittal drawings and engineering. Submittals) 1 which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 38 Sheet S0.2 Submit one set of concrete mix design, (Shop reinforcing steel and structural and • Drawings) miscellaneous steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 39 ` ! Sheet A2.1 Submit one set of the Demolition Plan 106.3.4.2 (Deferred deferred submittal drawings and Submittals) engineering, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. General Approved resolution of the above items shall be incorporated into submittal plans • I before a permit will be issued. Submit four (4) sets of revised plans to the city • . ; of Tigard. i r 'T Job Name: TVF&R C.B.O C. Seismic CITY OF TIGARD Job Address: 11945 SW 70` Avenue 13125 SW HALL BLVD. December 31, 2009 TIGARD, OR 97223 Permit No.: BUP2009 -00208 SHEET 1 OF 4 MCE Project No.': 090987 STRUCTURAL PLAN REVIEW #1 Calculations: 9/15/09 Plans Dated: 10/27/09 Correction 1 Item ' Page No. Comments l Code Reference Made No. 1 • Special Special inspection and testing is required 1703, 1704, 1705, 1708, Inspection for all items noted on Sheet S0.3. 1903, 1904, 1905. 1906. i 1907, 1911, 1912, 1913, 2203 and 2205 2 Structural Structural observation is required for all 1709 Observation items noted under structural notes, structural observation on Sheet S0.2. 3 Page DL -3 1 It appears that Composite Special ASCE7 12.2.1 Reinforced Concrete Shear Walls (Type I 815) are used in the design of the building in lieu of the Special Reinforced I Concrete Shear Walls (Type B5) as I specified in the calculations. Submit calculations for the tension and compression resisted by the HSS columns. In addition, clarify the connections between existing framing and the concrete shear walls, including the effects of shrinkage. 4 • Page DL 3 Provide back -up documentation to ASCE7 12.3.4.2 I warrant a redundancy factor of 1.0. A I loss of a single brace in the east -west direction would result in more than a 33% reduction in the overall capacity. 5 Page LA -16 Clarify whether I applies to the lateral ASCE7 11.5.1 earth pressure when considering the I seismic loading. 6 Pages LA -54. Submit calculations considering the ASCE7 12.1.3 61, and 67 lateral force at the second floor , diaphragm. 7 Pages LA -79, Submit footing calculations without the ASCE7 2.4.1 87, 117, 122, 0.75 reduction for the seismic uplift • 129. and 136 condition. 8 Pages LA -96 ; Submit a detail for the cover plates at 106.1.1 and 102 the beam connection condition as ! described in the calculations. 9 i Pages LA -97 ' Submit calculations for the built -up AISC 360 and 98 ; columns considering the varying material i properties (i.e. A36 for the angles and 1 A500 for the HSS). . Job Name: TVF &R C.B.O.C. Seismic CITY OF TIGARD Job Address: 11945 SW 70'" Avenue 13125 SW HALL BLVD. December 31, 2009 TIGARD. OR 97223 Permit No. BUP2009 -00208 SHEET 2 OF 4 MCE Project No.: 090987 STRUCTURAL PLAN REVIEW #1 Calculations: 9/15109 Plans Dated: 10/27/09 Correction Item Page No. Comments Code Reference Made j No 10 Pages LA -105 Submit calculations considering cracked ACI 318 through 111 concrete conditions. In addition, submit 1 calculations considering appropriate spacing and edge distance conditions. 11 I Page LA -114 Submit calculations for the design story ACI 318 21.7.6.2(a) drift or use the appropriate factor from ASCE7 12.12.1 ASCE Table 12.12 -1 when determining the compression zone width. 12 s Pages LA -128 Clarify the (4) #6 bars used at each end 106.1.1 and 135 of the shear wall, or revise the plans to match the calculations. In addition, submit revised calculations for the shear wall including lateral force at the second floor diaphragm. 13 Page LA -130 Submit calculations considering both of ASCE7 2.4.1 the shear walls (i.e. the wail on Gridline 2.7 and the wall on Gridline 3) that bear on the 18' x 26' footing. 14 : Sheet A2.1 The architectural drawings reference the 106.1.1 Detail 2/S6.1 structural drawings for the removal of the existing SLRS; however, the structural drawings provide very little detail on the removal of the existing SLRS. Provide a demolition plan that includes phasing information to ensure the stability of the structure during the upgrade. 1 15 Sheet A2.4, Add the 'Future Communication i 106.3.4.2 S0.2. and S2.4 Antenna' to the deferred submittal list on Detail 8/S6.2 Sheet S0.2. 16 Sheet A5.1 Add the 'Future Access Floor' to the 106.3.4.2 and S0.2 deferred submittal list on Sheet S0.2. 17 Sheet A5.1 Submit calculations for access well 1806.1 turned down edge /retaining wall that support the existing building foundation. 18 Sheet S0.2 Submit a revised scope of work 3406.4 j I statement; based on the change of occupancy, the work to be completed is I . considered mandatory. 19 Sheets S2.2. Submit calculations for the steps in the ASCE7 12.12.2.2.1 . S2.3 and S2.4 diaphragm chords along Gridlines 2, 10, B and D. Job Name: TVF &R C.B.O.C. Seismic CITY OF TIGARD Job Address: 11945 SW 70''' Avenue 13125 SW HALL BLVD. December 31. 2009 TIGARD. OR 97223 Permit No. BUP2009 -00208 SHEET 3 OF 4 • MCE Project No: 090987 STRUCTURAL PLAN REVIEW #1 Calculations: 9/15/09 Plans Dated: 10/27/09 Correction Item 4 Page No. Comments Code Reference Made N 20 Sheets S2.2. Submit calculations for the transfer of ASCE7 12.12.2.2.1 S2.3 and S2.4 the diaphragm forces at Grids B -3 D -3. 8 -9 and D -9. 21 Sheets S2.2. Submit calculations for the collector ASCE7 12.14.7.3 S2.3 and S2.4 elements to the braced frames. In addition, clarify the apparent lack of connection at Grids C -2.7, C -3. C -9 and C -9.7. 22 Sheet S2.3 Submit calculations for the diaphragm ASCE7 -05 12.12.2.2.1 chord and load transfer around the opening between Grids B -5 and B -6. 23 Sheet S2.4 Provide a detail for the connection of the 106.1.1 i additional framing member for the communication tower at Grids 8.6 -7.2. 24 F /S3.3 Submit calculations for the braced frame 1 AISC 341 16.5a beams considering the requirement to be seismically compact. 25 ! F /S3.3 Clarify whether the column at Grid C -7 is 106.1.1 strengthened per Details 5 and 7/S6.2. 26 G /S3.3 Clarify whether Details 5/56.2 applies at 106.1.1 the third floor elevation. 27 1 1/S6.2 Clarify the welds between the new angle 106.1.1 brace and the existing OWJ. t t 28 ; 6/S6.2 Clarify the welds between the new angle 106.1.1 brace and the existing HSS column. 29: 1/S6.3 Clarify the welds between the new 106.1.1 stiffener plates and the new built -up column. 30 2/S6.3 Clarify the weld between the new base 106.1.1 plates and the existing base plates. In addition, clarify the weld between the new base plate and new side plates and whether the edges of the existing concrete should be chamfered. 31 ; 3/S6.3 Clarify the side plate thickness. In 106 1.1 1 addition, clarify the weld between the new stiffener plates and the existing HSS column. Job Name: TVF&R C.B.O.C. Seismic CITY OF TIGARD Job Address: 11 945 SW 70' Avenue 13125 SW HALL BLVD, December 31, 2009 TIGARD, OR 97223 Permit No. : BUP2009 -00208 SHEET 4 OF 4 MCE Project No.. 090987 STRUCTURAL PLAN REVIEW #1 Calculations: 9/15/09 Plans Dated: 10/27/09 Correction Item Page No. Comments Code Reference Made No. 132 4/S6.3 Clarify the side plate thickness. 106.1.1 I • 33 5 and 7/S6.3 Clarify the weld between the new 106.1.1 stiffener plates and the existing HSS column. 34 ' Sheet S0.2 Submit one set of buckling restrained 1 106.3.4.2 • (Deferred brace deferred submittal drawings and Submittals) 1 engineering, which have been reviewed I and initialed by the project engineer. to be filed with the City of Tigard before placement. 35 Sheet S0.2 Submit one set of MEP deferred 106.3.4.2 (Deferred submittal drawings and engineering, Submittals) which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 36. I Sheet S0.2 Submit one set of Communication Tower 106.3.4.2 (Deferred deferred submittal drawings and Submittals) engineering, which have been reviewed and initialed by the project engineer, to i be filed with the City of Tigard before • placement. 37 Sheet S0.2 Submit one set of Access Floor deferred 106.3.4.2 (Deferred ' submittal drawings and engineering, Submittals) which have been reviewed and initialed by the project engineer. to be filed with the City of Tigard before placement. 38. Sheet S0.2 Submit one set of concrete mix design, (Shop reinforcing steel and structural and • Drawings) miscellaneous steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 39 General Approved resolution of the above items shall be incorporated into submittal plans I before a permit will be issued. Submit • I four (4) sets of revised plans to the city of Tigard. 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. BUILDING DIVISION c TIGARD TRANSMITTAL LETTER a TO: ,2)4-A/ /1/ 3 ,J DATE RECEIVED: DEPT: BUILDING DIVISION RECEI JAN 15 2010 FROM: //7"/ /✓ . fit /v//C6 /Z j CITY OF TIGAR r BUILDING DIV COMPANY: l -- E/y/ L E y 7TG / ^/ PHONE: - 2— 9&/6, ByV RE: JyJo S67 .43 ,2o0 -a6c2ocP (Site Address) (Permit/Case Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. ✓ Revisions: /L/9 /S " gOL6CIS 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: FORpFF CE USE ONLY Routed to Permit Technic ian• Date: 0 /Cj is Initials`L� Y� Fees Due: ❑ Yes E�No Fee Description: Amount Due: Special Instructions: Reprint Permit (per PE): ❑ Yes E No ❑ Done Applicant Notified: Date: Initials: I: \Building\ Forms \TransmittalLetter- Revisions.doc 4/4/07 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. u BUILDING DIVISION C TIGARD TRANSMITTAL LETTER a TO: A DATE RECEIVED: DEPT: BUILDING DIVISION RECENED FEB 0 4 2010 FROM: Sow . / D v V-■ CITY OF TIGARD A h BUILDING DIVISION COMPANY: -� \; WAVOt q I J n S. ,1 l�V l TALE 1 5 Y PHONE: D5- 6- b I I, By: RE: - 1 l 6 l/U 1c) A3I/t� 2D O �g (Site /Address) P (Permit/CaseNumber) (Project 1\ ame ubdiv't'sion n me and lot numb - N 5 Ce4/ C v 11AV 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: SkirVIC;h4 VA -- rior - --1vio ic'll■il -Ft?v 13R.B `._s FOR F CE USE ONLY Routed to Permit Technicia : Date: 2/ / i Initials: Fees Due: ❑ Yes o Description: Amount I u e Fee Descri P $ $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: Date: Initials: I:\ Building\ Forms \TransmittalLetter- Revisions.doc 4/4/07 RECEVF PECK SMILEY ETTLIN architects JAN 15`2010 rgr li . � ' T R A N S M I T T A L CITY O BUILDING DIVISION To: City of Tigard From: Nathan Junkert Building Division Direct: 503.417.7616 13125 SW Hall Blvd. nathan @psearchs.com Tigard, OR 97223 Date: 15 January 2010 Attn: Dan Nelson Project: TVF &R CBOC PSE Project #2810.00 Re: Submittal CC: file WE ARE SENDING YOU: VIA: Hand Delivery ❑ Field Report ❑ Memorandum ACTION REQUIRED: ❑ RFI / Response ❑ Drawings ❑ For Your Use ❑ Submittal / Shop Drawings ❑ Specifications LI As Requested ❑ Payment Certificate / Cost Proposal ❑ Originals ❑ For Review /Approval ❑ CCD / Change Order ❑ Other (indicated below) ❑ Please Respond QTY DESCRIPTION 1 January 15, 2010 Plan Review Response Memo 1 January 15, 2010 Plan Review Revised Drawings REMARKS: J: \08\2810 TVFR Command and Business Center (CBOC) \Transmittal\2810 NJtoDNelson 01451.11t$3&orbett, Portland, OR 97201 tel 503.248.9170 tax 503.248.0223 www.psearchs.com N t How@ , .. S. r h _ �;i� v t ' ra o ns t r o FEB 0 4 2010 CITY OF TIGARD Transmittal Letter BUILDING DIVISION PROJECT: (Name and address) TVFR CBOC Job # 65596 TO: (Name and address 0 ) City of Tigard u FROM: (Name and address) Sarah Thorson Howard S. Wright Constructors -7 425 NW 10th Avenue, Suite 200A 1 t Q1L-1S l Q h Portland, OR 97209 WE TRANSMIT: I2 Attached ❑ Under separate cover ❑ VIA: ❑ Overnight Delivery ❑ Mail ❑ E -mail ❑ Courier ❑ Fax El Other FOR: El Approval / Action El Information ❑ Use as requested ❑ Comment ❑ Distribution ❑ Other THE FOLLOWING: ❑ Drawings ❑ Specifications ❑ Digital Files ❑ Submittals 0 Other ❑ NO. OF COPIES DATE Descrpition 02/04/10 Phasing Plan REMARKS: BY: Sarah Thorson COPIES TO: RFr G;I( .5M'ILEY ETTLIN architects FEB 0.4 2U;,, T R A N S M I T T A L CITY OF TIGARD BUILDING DIVISION To: City of Tigard From: Hans 0 Ettlin Building Division Direct: 503 - 417 -7613 13125 SW Hall Blvd. hans(a�psearchs.com Tigard, OR 97223«AddressBlock» Date: February 3, 2010 Attn: Dan Nelson Project: Project Name Tel: 503 - 639 -4171 PSE Project 2810.10 CC: File Re: Structural Plan Review Responses WE ARE SENDING YOU: VIA: Hand Delivery ❑ Field Report ❑ Memorandum ACTION REQUIRED: ❑ RFI / Response ® Drawings ❑ For Your Use ❑ Submittal / Shop Drawings ❑ Specifications ❑ As Requested ❑ Payment Certificate / Cost Proposal ❑ Originals ❑ For Review / Approval ❑ CCD / Change Order ® Other (indicated below) ❑ Please Respond 'QTY. DATE DESCRIPTION ' 3 2 -3 -10 bwg --S- • . • 6. ° :vised ; Response to — - BUP2009 -00208 3 2 -3 -10 - - • - '• ; `esponse to BUP2009 -00208 REMARKS: Emailed this date to Dan Nelson, CO Tigard and Eric Watson at Miller Engineering. 0 J: \08\2810 TVFR Command and Business Center (CBOC) \CA \Transmittal \CO Tigard BP respa.a&Corbett, Portland, OR 97201 tel503.248.9170 fax 503.248.0223 www.psearchs.com • / 17 9 (I---' / Consulting Engineers £ FEB 0.4 2010 February 3, 2010 CITY OF BUILDING DIV SION Mr. Hans Ettlin OFFICE COPY Peck Smiley Ettlin Architects 4412 SW Corbett Avenue Portland, OR 97239 RE: Structural Plan Review #2 Comments TVF &R CBOC Seismic Upgrade Permit No. BUP2009 -00208 Dear Hans, This letter is in response to the Structural Plan Review Comments, dated December 31, 2009. This letter follows the same order as the Plan Review. For your convenience, we have included the reviewers comments in italics followed by our response. RESPONSES TO PLAN REVIEW 10. (Pages LA -105 through 111] Submit calculations considering cracked concrete conditions. In addition, submit calculations considering appropriate spacing and edge distance conditions. In accordance with ACI 318, the anchors are to be evaluated considering cracked concrete with appropriate spacing and edge distance concerns. If supplement reinforcement is provided per the code, there are factors within ACI that can be used. KPFF Response: See supplemental calculations PR2 -10 that verify the adequacy of the anchorage connections using cracked concrete conditions. These calculations also specifically address spacing and edge distance conditions that contribute to group action effects of tightly- spaced anchors, and they verify the adequacy of the footing reinforcement that resists the group breakout failure mode. See detail 4/S6.3 for added anchor bolts according to calculated requirements. 12. (Pages LA -128 and 135] Clarify the (4) #6 bars used at each end of the shear wall, or revise the plans to match the calculations. In addition, submit revised calculations for the shear wall including lateral force at the second floor diaphragm. Submit calculations for the shear wall in compliance with the ACI (21.7.6.5). KPFF Response: See supplemental calculations PR2 -12 -01 through PR2 -12 -06 that verify the concrete shear walls comply with ACI 21.7.6.5. See elevations A/S3.1 and B /S3.1 that show a revised shear wall thickness to 8" to reflect the calculations. 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 (503) 227 -3251 Fax (503) 227 -7980 Sealile Tacoma Portland Eugene San Francisco Sacramenlo Los Angeles Irvine San Diego Phoenix Denver Si . Louis New York Mr. Hans Ettlin Peck Smiley Ettlin Architects RE: Structural Plan Review ff2 Comments TVF &R CBOC Seismic Upgrade Permit No. BUP2009 -00208 February 3, 2010 Page 2 of 2 17. [Sheet A5.1] Submit calculations for access well turned down edge /retaining wall that support the existing building foundation. Submit calculations for the moment capacity at the heel of the footing. Submit a detail in accordance with the calculation on page PR- 17 -01. In addition, clarify the concrete beam excel calculations on the following page, which is also listed as PR- 17 -01. KPFF Response: See supplemental calculations PR2 -17 -01 and PR2 -17 -02 that verify the adequacy of the heel reinforcement for the added moment and for clarification on the concrete beam calculation. See supplemental documentation PR -17 -03 for the detail, submitted as part of Addendum 1, which reflects the required structure. If you have any questions or require further information, please call me. Sincerely, Ian K. Eikanas, PE, LEED AP os vcrv $ `1 ® PRO/ Enclosures „ 1577 IKE:kw 41.44: &GO 209115.11/plan review 2.docx d; 21 1g :.(4, EXPIRES: 1241 fl —_ Project —T � ) F e , By Sheet No, Location Dote O a. / ! " — Elail Consulting Engineers _ bl Client Revised Job No. POrtiand.Oregon Date -- 4-rtes - = L.t v - -� ' �'�' ' r"ICZ -wl M - W£ta+ T c* •YTT o 4 - ' k - s z , t -ra.'p c u r tt-►► I = 'Ib LT ' G - c•a a e- - O. j SLR k -F x trdr x F .i- Z x 2r-r) 2 = g . S 1F - 0. me, 5 F'fi , � �f� = 2-0 . H 1,41 y 21 = 31.5 w 0 0 c„ . --� G �-a -►,-rte .a.-71 1 • Project ----r- f -, BY ® Sheet No. location Date p ball ry a _ 0-4.._ EMI Consulting Engineers CAent Revised Job No. Portland Oregon Dote q a- Gtr C — "Tb C--t - -e6 i--8 *---t 'F 1M-44 - 1 -7 1 3 rdc ° r c- -lc -1 - V115-4..-% u -' ' s T 4 ---- { N m W i , \ Y2.. egF µau. PM. t-- -+' 1' C c SLOc� = 0.l5Dvr - x Z vTx( "r--2x2.Fr 1 sQ G / oFt+ Z 'y -+ ‘7... '1. moo, . .F.--3--A, =_ 0. Ito 1�-r-F- x rr x (S F1) x('hrr + ` Z ) — 4-A- v " - �a..ec. = oo I� l x �S , ti - )c ( x �4Pr 4- z r \ = 2-1:41`- het, • _ CC- l� tm-t..- frveT 4 , 1 ; ; , = Z 3 > IS ?,> 46.4-4" . k - 1n 4o lye. 1X1.41,Sglap Pk-, C-k fit. ► s S v .1- Ti -s _ -i ' L--42 GI1 14 - - 'a-t u /o Y-- s o c c d 6.-*-. -1 a 1 Project I �4'�. B - / Sheeet No. ID Location T Dote ("2,-/Ca 2_ ` ®1 b Consulting Engineers /// — b. Client Revised Job No. Portland,Oregon Date .- C4-.-- 'F- re_it x,__ 14 -C -w - . 'PD's Intl. i 1 lu -0-+0— ' • r— *T C--ft `::)N-!►..l U `r a �> . `g„ 0 ----0---v, - tom t In I I • °o c—a,, ---cQ TO tk. -t '- F ►s - ,b L J - uu -.. ear r r, . c c c_-. �t = o . IsO r ..c..F x cr x ( -r2x zrr J c -t Z Z �•r -� 2- 12.s r Sc't.L.- 0-1,-► . _ Do 1 FX P1 x( )'C( ) ` 4..4 >c- e_en..nc_. .1`rT,_ = 0 .1s0 -r--F. x *Fr x ( T) x (4 t F-) = Z.1 7 1 La' l5„ -1-1 = Z� > . -`E 11 ----- U row, - ios-v--v-Z,. -re, tag -kr- -e • o r f ct lac -tier C'-ik' d+re--+ 7 1.s• ^--- 5 ...1--- —n I -- L --c rtes- C- --t `emu uT O p i • �-r° Sheet No. Project - 1 1 8 1 V' I' Locotlon Date e02-/� zfrz I( • f f ` Consulting Engineers < " b Job No. Client Revised Portland (Dragon - -- Date I ` frt- i 4 S. C c---61--H-4 • •1'a'fe lra -44A6 1 W 4.Ji w, - Ttt T � 17Fr• —i u V-IF,ca- .s.g �, = D.l sr) r.e..ir x c�r �r -t- Zr- -r x(5.5Pr t rtZ = (0:7 - b0 lsx) > x r 411--r) x ( �spr + 1.4 -• = 1 I~-- >re c D .15O rr-P x 1 -1L - FT ' (Pr) x(5,5 4 ) Z. 9 / � Cg� y' r5 = � 1o5 K 1M- ,-X= ' 'p% -t:-1 u Tv Coo a . M.►e -tt 7 ► 1 . 1 —1 L>n- 1 w , r 're, _ . 1, end_ _ ME-4 $2.416 C a �.'� Shear Resistance for Save Plate Connection to Concrete: Concrete Strength f, = 3.00 ksi Lug Plate Yield Strength I = 38.0 kW Plate Bearing Column Bearing Total Tension/Shear Anchors Shear Anchors Connection Conc. Conc. Location taAOra weROVa teaoCOL s' ea oC OL n u A p F Frd 6 4P P. Acce n .. A. P. t`.. 4V .eRo 4W m& 4V,, �� Accept? 4P. (In.) M.) M•) (M•) ( (in') (M9 (nn) (aps) (Idps) (bps) - DCR (9) M`) (ksq (kW) (N (NPs) (kips) (NPs) (kIlm) - DCR C-0 1.500 14 5.5 7 ' . t} d 145. . 93.8 29.6 237 32 ok - 0.13 ;8 ; peg 12S,0: 50.0 35 237. 29.5 238 195 ok - 0.83 C -5 e/w "' Tension bad transferred to concrete shear wall, and shear wall is designed for added overturning from the braced frame. Shear load resisted by steel plates. C -7 e/w 1.500 1 14 1 5.5 1 7 1, 4. 1 P.'78G 1 1294 1 93.8 1 49.3 1 197 1 143 1 ak- 0.73 !Shear load resisted by steel plates. C-8 "' No tension or shear bad at this column. C-9 e/w 1.500 1 14 1 5.5 1 7 1, Ai }'0'.790 .I MO. 1 93.8 1 29.6 1 237 1 46 1 ok - 0.2 1 .10 ; 9.190 [,12513 1 50.0 1 35 1 298 1 29.5 I 295 1 258 1 ok - 0.67 23-C.4 "'Tension and shear loads transferred to concrete shear wall, and shear wall Is designed for added overturning from the braced frame. 2.7-C "' Tension and shear loads transferred 10 concrete shear wall, and shear wall Is designed for added overturning from the braced frame. 3- C.4 "' Tension and shear loads transferred to concrete shear wall, end shear wall is designed for added overturning from the braced frame. 3-c "' Tension and shear loads transferred to concrete shear wall, and shear waft Is designed for added overturning from the braced frame. 5< n/s "' Tension and shear loads transferred to conCreta shear wall, and shear wag Is designed for added overturning from the braced frame. 5 - 35 ***Tension and shear Toads transferred to concrete shear wall, and shear wail Is designed for added overturning from the braced frame. 7-C n/s 1.500 1 14 1 5.5 1 7 1 .'S , _ _1 9790: 1: 1?544' i .93.8 1 49.3 1 247 I 243 1. ok - 0.99 1 4 1 0.800 1 58.0 1 23.2 1 35 1 42 1 29.5 1 77 1 0 1 ok - 0 7 -8S "' Tension and shear loads transferred to steel plates with pietas through - bolted to pilaster and concrete wall. 9 -C n/s 1.500 14 5.5 7 8 " 079Q' . 125,0 93.8 29.6 237 48 ok - 0:2 8 , 0.790: - 12407 50.0 ' 35 178 29.5 177 183 ok - 0.92 9-8.7 1.500 14 5.5 .7 8 •,'4790 : .1'12 93.8 29.8 237 . 48 ok,- 0.2 6 0.800 58.0 23.2 35, 63 29.5 97 0 ok - 0 9.7-C 1.500 14 5.5 7 8 (79b ; =126O 93.8 296 237 22 ok - 0.09 8 0.600 590 23.2 ' 35 83 29.5 97 70 ok - 0.72 9.7 -9.7 1.500 14 5.5 7 8', 0390 '1294 93.8 29.8 237 22 _ ok - 0.09 8 _ 0.600 58.0 23.2 35 63 29.5 97 70 ok - 0.72 Shear Resistance - Steel Shear � � 2/2/2010 45 - BRBF Base Connection Shear Analysis (Plan Review) - (rev 2010-02 -02).xisx v 1 r+ Project - F By / /-- Sheet No. Location Dote �2 /Ga//r� a innIggifconsming Engineers / -11. Client Revised Job No. Ponlond,Oregon Dote 4 14 /1/4-c,_ - 1�. `' = - - - -- +-t v --'r 413'. -- tk-,.e.' ' - S l - - -P /a-4 - ►tar-- 114 ,.(.. f , S. 1. Wig t 1 + 2 < • 1 J .:jG 'gO • (• 0 o • 11 1 ! - • 3 , KOM 1111421k . L lgi MO R e m t i 1-* ¶ 4) - 44T11 -Mk D-- -o ---- 10'! "1"Z: G-lc --'r . 4'1 _ 4' —t- = D. S x ( Za x b ,�l 04 - ) x 4,0 t„._, x I.4 -x 1, b) Y Wit, ��•.►T`� Gt4-P - I,�it- -Qv-'� Project F. BC Sheet No. y Location Date O7 /py //d Mg — Consulting Engineers ! b� Client Revised Job No. Porllond, Oregon • Date c re-lp TY.-- 7P1Pc--vv c _ C- °i 2" Imo" 29 1 " mss" 4-- 9.2 le- (,N , - o-,i -Ti h z „ 4 . S • 1 ( �'t'� c rt pr-) } k �ktrwL " q„ 2c) os = . 2� � '� + ( ems_,) Page 1 of 7 Anchor Calculations `Flz - lam -� Anchor Designer for ACI 318 (Version 4.2.0.2) Juc Name : Date/Time : 2/2/2010 2:45:14 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis { a) Layout Anchor : 1" SET -XP Number of Anchors : 1 Steel Grade: A193 GR. B7 Embedment Depth : 15 in Built -up Grout Pads : No cxi cx2 1 ,Vuay cy2 C-Ayux Nua 3 by2 fO } hyi v1-1°X a b Co x1 x2 C 1 ANCHOR *Nua IS POSITIVE FOR TENSION MD NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR `. Anchor Layout Dimensions : c x1 : 72 in c : 72 in c y1 : 72 in c y2 : 72 in b b b y1 : 1.5 in b • 1.5 in RNING: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material about:blank 2/2/2010 - 1 Page 2 of 7 Concrete : Normal weight f . 4000.0 psi Cracked Concrete :Yes `f' • 1.40. ldition : B tension and shear (I)F : 2210.0 psi Thickness, h : 20 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 ° F short term and 75 ° F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 29560 Ib V uax : 0 Ib V uay • 0 Ib Mux : 0 Ib *ft M • 0 Ib *ft e : 0 in e • 0 in Moderate/high seismic risk or intermediate /high design category : No Anchor w/ sustained tension : No Anchors only resist wind and /or seismic Toads : Yes Apply entire shear Toad at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = SETXP d = 1 in Category = 1 h et = 15 in hmin = 20 in c ae = 45 in C min = 1.75 in S min = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N uai = 29560.00 Ib Sum of Anchor Tension EN = 29560.00 Ib a =0.00 in a = 0.00 in e'Nx = 0.00 in e' = 0.00 in ' Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 0.00 Ib (V uaix = 0.00 Ib , V ugly = 0.00 Ib ) about:blank 2/2/2010 Page 3 of 7 Sum of Anchor Shear EV uax = 0.00 Ib, EV = 0.00 Ib 2 — l� e'vx=0.00in — io = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N sa = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 N = 75750 Ib (for a single anchor) [C- SAS -2009] rp = 0.75 [D.4.4] 4Nsa = 56812.50 Ib (fora single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Concrete breakout strength has not been evaluated against applied tension load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. Calculation in this section is displayed solely for the purpose of calculating N which is used to derive Section (10) shear pryout strength. N cb = ANc /ANcoPed,Nc,Ntlicp,NNb [Eq. D -4] Number of influencing edges = 0 h =l5 in A Nc0 = 2025.00 in [Eq. D -6] = 2025.00 in Smallest edge distance, ca min = 72.00 in P ed,N = 1.0000 [Eq. D -10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `P c,N = 1.0000 [Sec. D.5.2.6] ` = 1.0000 [Eq. D -12 or D -13] N = k ,/ f ' c h = 49380.54 Ib [Eq. D -7] k = 17 [Sec. D.5.2.6] N = 49380.54 Ib [Eq. D -4] = 0.65 [ , D.4.4] II � 4)Ncb = 32097.35 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] k,cr = 968 psi [C - SAS - 2009] kcr = 17 [C- SAS - 2009] (unadjusted) = 15 in = 45615.93 Ib [Eq. D -16f] N ao = t k,cr n d o h ef about:blank 2/2/2010 I Page 4 of 7 Tk,uncr = 2003.00 psi for use in [Eq. D -16d] 12--ID s = min[20d tit (T /1450) , 3h of ] = 23.506 in [Eq. D -16d] — I I cr,Na o k,unc ' ;Va = scr,Na /2 = 11.753 in [Eq. D -16e] N a = A Na /A Nao` P ed,Na` t ' p,Na N ao [Eq. D - 16a] ANao = 552.55 in [Eq. D -16c] A = 552.55 in Smallest edge distance, Ca min = 72.00 in ` = 1.0000 [Eq. D -16I] p,Na = 1.0000 [Sec. D.5.3.14] N = 45615.92 Ib [Eq. D -16a] = 0.65 [C- SAS -2009] { 4N = 29650.35 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, C < 0.4h Not applicable in this case. Steel Strength of Anchor in Shear [Sec D.6.1] Vaa = n0.6Aaefuta [Eq. D - 20] VSa = 45450.00 Ib (for a single anchor) [C- SAS -2009] = 0.65 [D.4.4] V = 29542.50 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear Toad In x- direction... Vcbx = Avcx/AvcoxPed,V ''c,VVbx [Eq. D c = 48.00 in (adjusted for edges per D.6.2.4) Avcx = 2880.00 in Avcox = 10368.00 in [Eq. D -23] ' = 1.0000 [Eq. D -27 or D -28] ` V = 1.4000 [Sec. D.6.2.7] V = 7(Ie /do)o.2 ,\j d o t f'c(ca1)1.5 [Eq. D - 24] t 8.00 in V = 223155.65 Ib V cbx = 86782.75 Ib [Eq. D about:blank 2/2/2010 I ' Page 5 of 7 =0.70 ( 1 )V cbx = 60747.93 Ib (for a single anchor) ®I —Iz direction... V by y `11 L1' cby = A vc /A vcoy ed,V c,V V by [Eq. D - ] cal = 48.00 in (adjusted for edges per D.6.2.4) A vcy = 2880.00 in A vcoy = 10368.00 in [Eq. D -23] ed,V = 1.0000 [Eq. D -27 or D -28] ` = 1.4000 [Sec. D.6.2.7] V = 70e /do)o.2 .j do-4 f 'c( c ai ) 1.5 [Eq. D -24] 1 =8.00 in V = 223155.65 Ib V cby = 86782.75 Ib [Eq. D -21] =0.70 Vcby = 60747.93 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition sck anchors at cx1 edge V cbx = Avcx/Avcox 'Fed,O'c,VVbx [Eq. D c = 48.00 in (adjusted for edges per D.6.2.4) A vcx = 2880.00 in A vcox = 10368.00 in [Eq. D -23] `1' ed,V = 1.0000 [Sec. D.6.2.1(c)] T = 1.4000 [Sec. D.6.2.7] V bx = 70e /do)0.2 ,/ do f' )1.5 [Eq. D -24] 1 =8.00 in V = 223155.65 Ib V cbx = 86782.75 Ib [Eq. D-21] • V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 173565.51 Ib 0= 0.70 ' by = 121495.85 Ib (for a single anchor) Check anchors at c edge V = Avc1/Avcoy`1'ed,V`1'c v [Eq. D about:blank 2/2/2010 Page 6 of 7 cal = 48.00 in (adjusted for edges per D.6.2.4) ! A vc y = 2880.00 in — 13 , , ‘ )y = 10368.00 in [Eq. D -23] LY 1.0000 [Sec. D.6.2.1(c)] ed,V = i ` = 1.4000 [Sec. D.6.2.7] V = 70e /do)0.2 \j d f'c(Ca1)1.5 [Eq. D -24] 1 8.00in V = 223155.65 Ib V cby = 86782.75 Ib [Eq. D-21] V cbx = 2 * Vcby [Sec. D.6.2.1(c)] V cbx = 173565.51 Ib = 0.70 V cbx = 121495.85 Ib (for a single anchor) Check anchors at c edge V cbx = Avcx/Avcox`Ped,V`Pc,vVbx [Eq. D cal = 48.00 in (adjusted for edges per D.6.2.4) = 2880.00 in A vcox = 10368.00 in [Eq. D -23] `P ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] `P = 1.4000 [Sec. D.6.2.7] Vbx 7(I /d ti j do N f'c(Ca1)1.5 [Eq. D - 24] l = 8.00 in V bx = 223155.65 Ib V cbx = 86782.75 Ib [Eq. D-21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 173565.51 Ib =0.70 4V = 121495.85 Ib (for a single anchor) Check anchors at c y2 edge V y `P V cby = A vc /A vcoy W ed,V c,V V by [Eq. D - ] c . = 48.00 in (adjusted for edges per D.6.2.4) A = 2880.00 in A vcoy = 10368.00 in [Eq. D -23] about:blank 2/2/2010 Page 7of7 • 1.0000 [Sec. D.6.2.1(c)] ;Ai = 1.4000 [Sec. D.6.2.7] —14- 70 /d d / f'c(cai )1.5 [Eq. D -24] l = 8.00 in V by = 223155.65 lb V cby = 86782.75 Ib [Eq. D-21] Vcbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 173565.51 Ib =0.70 4 = 121495.85 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V = min[k [Eq. D - 30a] kcp = 2 [Sec. D.6.3.2] N = 45615.92 Ib (from Section (6) of calculations) N = 49380.54 Ib (from Section (5) of calculations) V = 91231.85 lb = 0.70 [D.4.4] 4 } = 63862.29 Ib (for a single anchor) { 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.5203 - Breakout : N/A - Adhesive : 0.9970 - Sideface Blowout : N/A Shear • - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(1) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1" diameter A193 GR. B7 SET - XP anchor(s) with 15 in. embedment about:blank 2/2/2010 Page 1 of 7 Anchor Calculations 2 ®.--I _ Anchor Designer for ACI 318 (Version 4.2.0.2) JOD Name : Date/Time : 2/2/2010 2:35:17 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 1" SET -XP Number of Anchors : 1 Steel Grade: A193 GR. B7 Embedment Depth : 20 in Built -up Grout Pads : No bx't Cx2 V Lay C},2 Muy Nua 3 b . y u b.y1: Vuax 1 ANCHOR •Nua IS POSITIVE FOR .TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF T?iE ANCHOR .. Anchor Layout Dimensions : cx1 : 72 in c : 72 in c : 72 in c : 72 in bx1 : 1.5 in b b y1 : 1.5 in b ye : 1.5 in . . 4RNING: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material about:blank 2/2 /2010 Page 2 of 7 Concrete : Normal weight f' : 4000.0 psi Cracked Concrete : Yes � • 1.40 ridition : B tension and shear OF • 2210.0 psi Thickness, h : 25 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 ° F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 39530 Ib V uax : 0 Ib V uay • 0 Ib Mux • 0 Ib *ft M : 0 Ib *ft e e • 0 in Moderate /high seismic risk or intermediate /high design category : No Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : Yes Apply entire shear Toad at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = SETXP d = 1 in Category = 1 h ef = 20 in h min = 25 in c ac = 60 in c min = 1.75 in s min = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 39530.00 Ib Sum of Anchor Tension EN = 39530.00 Ib a =0.00 in a =0.00 in e' = 0.00 in e' = 0.00 in " Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 0.00 Ib ( = 0.00 Ib , Vuaiy = 0.00 Ib ) about:blank 2/2/2010 Page3of7 Sum of Anchor Shear EV uax = 0.00 Ib, EV = 0.00 Ib e 'vx = 0.00 in It) ( =0.00 in Steel Strength of Anchor in Tension [Sec. D.5.1 4)st e g I D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 • N = 75750 Ib (for a single anchor) [C- SAS -2009] = 0.75 [D.4.4] 4)Nsa = 56812.50 Ib (fora single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Concrete breakout strength has not been evaluated against applied tension load(s) per user option. Refer to Section D.4.2.1, of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. Calculation in this section is displayed solely for the purpose of calculating N which is used to derive Section (10) shear pryout strength. Ncb = ANCANco'ed,NTc,Ntl'cp,NNb [Eq. D -4] Number of influencing edges = 0 h et = 20 in A NCO = 3600.00 in [Eq. D -6] 1= 3600.00 in Smallest edge distance, ca min = 72.00 in ` = 1.0000 [Eq. D -10 or D-111 Note: Cracking shall be controlled per D.5.2.6 T bm = 1.0000 [Sec. D.5.2.6] ` = 1.0000 [Eq: D -12 or D -13] N = k tiI f ' c h ef 1.5 = 76026.31 Ib [Eq. D -7] k = 17 [Sec. D.5.2.6] N = 76026.31 Ib [Eq. D -4] = 0.65 [D.4.4] N = 49417.10 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] 'Km .= 968 psi [C- SAS -2009] k,, = 17 [C- SAS -2009] , ., = 20 in N ao = T k,cr n d o h ef = 60821.23 Ib [Eq. D -16f] about:blank 2 /2/2010 Page 4 of 7 t k,uncr = 2003.00 psi for use in [Eq. D -16d] - Pia 2 ®)t s cr,Na = min[20d j (tik,uncr/1450) , 3h = 23.506 in [ D - 16d ] _ l = s /2 = 11.753 in [Eq. D -16e] Va ' cr,Na N = 'P 'P [Eq. D -16a A = Na /A Nao ed,Na p,Na N E ao [ q ] A Nao = 552.55 in [Eq. D -16c] A = 552.55 in Smallest edge distance, Ca min = 72.00 in gj ed,Na = 1.0000 [Eq. D -16I] P N a = _ 1.0000 [Sec. D.5.3.14] N = 60821.23 Ib [Eq. D -16a] = 0.65 [C- SAS -2009] ONa = 39533.80 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, C < 0.4h Not applicable in this case. 'Reel Strength of Anchor in Shear [Sec D.6.1] V sa = n0.6Asefuta [Eq. D -20] V = 45450.00 Ib (for a single anchor) [C- SAS -2009] = 0.65 [D.4.4] V = 29542.50 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x- direction... V cbx = Avcx/Avcox`ied,V`jc,VVbx [Eq. D - 21] Cal = 48.00 in (adjusted for edges per D.6.2.4) A vcx = 3600.00 in Avcox = 10368.00 in [Eq. D -23] ` = 1.0000 [Eq. D -27 or D -28] 'c,V = 1.4000 [Sec. D.6.2.7] V = 7(Ie /do)o.2 .\j q 04 f'c(cai )1.5 [Eq. D -24] i /8.00 in V = 223155.65 Ib V cbx = 108478.44 Ib [Eq. D about:blank 2/2/2010 Page5of7 =0.70 (1)Vcbx = 75934.91 Ib (for a single anchor) 2- —1/ ' ; direction... V cby = Avcy/Avcoy'Ped,V'Pc,VVby [Eq. D-21] Cal = 48.00 in (adjusted for edges per 0.6.2.4) A vcy = 3600.00 in A vcoy = 10368.00 in [Eq. D -23] ' = 1.0000 [Eq. D -27 or D -28] ' = 1.4000 [Sec. D.6.2.7] V = 7(I /d tiI do N f'c(ca1)1.5 [Eq. D -24] 1 8.00in V = 223155.65 Ib V cby = 108478.44 Ib [Eq. D-21] = 0.70 Vcby = 75934.91 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition ck anchors at c edge V cbx = Avcx/Avcox'Ped,V'Pc,VVbx [Eq. D -21 ] c = 48.00 in (adjusted for edges per D.6.2.4) A vcx = 3600.00 in Avow( = 10368.00 in [Eq. D -23] T ed,V = 1.0000 [Sec. D.6.2.1(c)] ' = 1.4000 [Sec. D.6.2.7] Vb = 7(Ie /do)o.2 tiI d f'c(Ca1)1'5 [Eq. D -241 l = 8.00 in V = 223155.65 Ib V cbx = 108478.44 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 216956.88 Ib = 0.70 by = 151869.82 Ib (for a single anchor) Check anchors at c y1 edge V cby = Avcy/Avcoy'Ped,V'Pc,VVby [Eq. D-21] about:blank 2/2/2010 Page 6 of 7 c = 48.00 in (adjusted for edges per D.6.2.4) A = 3600.00 in = 10368.00 in [Eq. D -23] P ed,V = 1.0000 [Sec. D.6.2.1(c)] ` = 1.4000 [Sec. D.6.2.7] Vby = 7(Ie /do)0.2,\I do ') f'c(ca1)1.5 [E q. D -24] 1 =8.00 in V = 223155.65 Ib V cby = 108478.44 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 216956.88 Ib =0.70 4 = 151869.82 Ib (for a single anchor) Check anchors at c edge V cbx = Avcx/AvcoxPed,VIPc,VVbx [Eq. D c = 48.00 in (adjusted for edges per D.6.2.4) / = 3600.00 in r A vcox = 10368.00 in [Eq. D -23] `P ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(0)] P c,v = 1.4000 [Sec. D.6.2.7] V bx = 70 /d tiI do N f'c(ca1)1.5 [Eq. D - 24] I =8.00 in V = 223155.65 Ib V cbx = 108478.44 Ib [Eq. D V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 216956.88 Ib = 0.70 Vcby 151869.82 Ib (for a single anchor) Check anchors at c edge V = Avcy/AvcoyTed,V`Pc,vVby [Eq. D c . = 48.00 in (adjusted for edges per D.6.2.4) �rcy = 3600.00 in A vcoy = 10368.00 in [Eq. D -23] about:blank 2/2/2010 Page 7 of 7 `1' ed,V = 1.0000 [Sec. D.6.2.1(c)] = 1.4000 [Sec. D.6.2.7] 2 � I ' ?= 7(Ie /d0)°.2 ,\ d0-/ f'c(ca1)1.5 [Eq. D -24] 1 =8.00 in V = 223155.65 Ib V cby = 108478.44 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 216956.88 Ib = 0.70 ( I V cbx = 151869.82 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V = min[kcpNa,kcpNcb] [Eq. D -30a] 'c = 2 [Sec. D.6.3.2] N = 60821.23 Ib (from Section (6) of calculations) N = 76026.31 Ib (from Section (5) of calculations) V = 121642.46 Ib 0.70 [D.4.4] = 85149.72 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.6958 - Breakout : N/A - Adhesive : 0.9999 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(1) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1" diameter A193 GR. B7 SET - XP anchor(s) with 20 in. embedment about:blank 2/2/2010 Page l of 7 Anchor Calculations VV-2_ —1 d Anchor Designer for ACI 318 (Version 4.2.0.2) - quo Name : Date/Time : 2/2/2010 4:09:08 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 1" SET -XP Number of Anchors : 1 Steel Grade: A193 GR. B7 Embedment Depth : 9 in Built -up Grout Pads : No Czi -z2 ,Vuey c y2 Muy ua ux� vuax C1r ? 1ANCHOR 'Nua IS POSITIVE FOR. TENSION AND.WEGATiVE FOR COMPRESSION + INDICATES CENT_ R OF THE ANCHOR Anchor Layout Dimensions : c x1 : 48 in c : 48 in c : 48 in c y2 : 48 in b : 1.5 in b 1.5 in b : 1.5 in b • 1.5 in .tRNING: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material about:blank 2/2/2010 Page 2 of 7 • Concrete : Normal weight f� : 4000.0 psi Cracked Concrete : Yes - m ) `' : 1.00 —7 ( idition : B tension and shear 4F p : 2210.0 psi Thickness, h : 20 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 ° F short term and 75 ° F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 N • 0 Ib V uax : 29540 Ib V uay • 0 Ib M • 0 Ib`ft M • O Ib" ft e : 0 in e Moderate /high seismic risk or intermediate /high design category : No Anchor w/ sustained tension : No Anchors only resist wind and /or seismic Toads : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = SETXP d = 1 in Category = 1 h ef = 9 in h min = 14 in c ac = 27 in c min = 1.75 in s min = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 0.00 Ib • Sum of Anchor Tension EN = 0.00 Ib a = 0.00 in a = 0.00 in e' = 0.00 in e' = 0.00 in :hear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuat = 29540.00 Ib ( = 29540.00 Ib , V uayy = 0.00 Ib ) about:blank 2/2/2010 Page3of7 Sum of Anchor Shear EV uax = 29540.00 Ib, EV = 0.00 Ib eVx=0.00in Z_�O =0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 75750 Ib (for a single anchor) [C- SAS -2009] = 0.75 [D.4.4] ONsa = 56812.50 Ib (fora single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = ANc /ANcotlied,N'c,Nt'cp,NNb [Eq. D - Number of influencing edges = 0 h =9in A Nco = 729.00 in [Eq. D -6] A = 729.00 in Smallest edge distance, c a,min = 48.00 in T ed N = 1.0000 [Eq. D -10 or D-11] , . 2: Cracking shall be controlled per D.5.2.6 ' c,N = 1.0000 [Sec. D.5.2.6] T cp,N = 1.0000 [Eq. D -12 or D -13] N b = k c f , c h = 22950.00 Ib [Eq. D -7] k = 17 [Sec. D.5.2.6] N = 22950.00 Ib [Eq. D -4] = 0.65 [D.4.4] ONcb = 14917.50 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] T k,cr = 968 psi [C- SAS -2009] k = 17 [C- SAS -2009] h (unadjusted) = 9 i 0 N ao = t k,cr n d o h ef = 27369.56 Ib [Eq. D -16f] T. , ncr . = 2003.00 psi for use in [Eq. D -16d] scr,Na = min[20d J (Tk,uncr/1450) , 3h = 23.506 in [Eq. D -16d] c cr,Na = s cr,Na /2 = 11.753 in [Eq. D -16e] about:blank 2/2/2010 Page 4 of 7 N a = A Na /A Nao 'P ed,Na � p,Na N ao [Eq. D - 16a] A Nao = 552.55 in [Eq. D -16c] _ Z(< = 552.55 in • Smallest edge distance, ca min = 48.00 in `1' ed,Na = 1.0000 [Eq. D -16I] p,Na = 1.0000 [Sec. D.5.3.14] N = 27369.55 Ib [Eq. D -16a] = 0.65 [C- SAS -2009] 4 N = 17790.21 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 45450.00 Ib (for a single anchor) [C- SAS -2009] d = 0.65 [D.4.4] = 29542.50 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x- direction... V cbx = A vcx /A vcox 'ed,V 'c,VVbx [Eq. D -21 ] c = 32.00 in (adjusted for edges per D.6.2.4) A vcx = 1920.00 in A vcox = 4608.00 in [Eq. D -23] '1' ed,V = 1.0000 [Eq. D -27 or D -28] ` = 1.0000 [Sec. D.6.2.7] V = 7(Ie /do)0.2 \/ do tiI f'c(ca1)1.5 [Eq. D - 24] l = 8.00 in V = 121470.55 Ib V cbx = 50612.73 Ib [Eq. D %0.70 ( I )V cbx = 35428.91 Ib (for a single anchor) In y- direction... about:blank 2/2/2010 Page5of7 V cby = Avcy/AvcoyLPed,V1Pc,VVby [Eq. D c = 32.00 in (adjusted for edges per D.6.2.4) 2- -2_ = 1920.00 in A vcoy = 4608.00 in [Eq. D -23] ` = 1.0000 [Eq. D -27 or D -28] `P = 1.0000 [Sec. D.6.2.7] V = 7(Ie /do)0.2 4 do 4 f'c(ca1)1.5 [Eq. D -24] 1 =8.00 in V = 121470.55 lb V cby = 50612.73 Ib [Eq. D-21] =0.70 Vcby = 35428.91 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at c edge V cbx = Avcx/Avcox`Ped,V`Pc,VVbx [Eq. D-21] c.. = 32.00 in (adjusted for edges per D.6.2.4) A vcx = 1920.00 in A vcox = 4608.00 in [Eq. D -23] • ` = 1.0000 [Sec. D.6.2.1(c)] T = 1.0000 [Sec. D.6.2.7] V bx = 70e /do)0.2 do - \1 f'c(cai )1.5 [Eq. D -24] 1 =8.00 in V = 121470.55 Ib V cbx = 50612.73 Ib [Eq. D-21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 101225.46 Ib = 0.70 Vcby = 70857.82 Ib (for a single anchor) Check anchors at c y1 edge V nby = Avcy/Avcoy`Ped,vPc,vVby [Eq. D-21] t. I= 32.00 in (adjusted for edges per D.6.2.4) A vcy = 1920.00 in • about:blank 2/2/2010 • Page 6 of 7 • A vcoy = 4608.00 in [Eq. D -23] ` = 1.0000 [Sec. D.6.2.1(c)] _Z v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)o.2,sj d o , j f'c(cai)1.5 [Eq. D -24] l = 8.00 in V = 121470.55 Ib V cby = 50612.73 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 101225.46 Ib =0.70 4 = 70857.82 Ib (for a single anchor) Check anchors at cx2 edge V cbx = Avcx/AvcoxPed,V1'c,VVbx [Eq. D c = 32.00 in (adjusted for edges per D.6.2.4) A vcx = 1920.00 in A vcox = 4608.00 in [Eq. D -23] 1. -� = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] ` = 1.0000 [Sec. D.6.2.71 Vbx = 7(l /d til do N f'c(cai )1.5 [Eq. D - 24] 1 =8.00 in V = 121470.55 Ib V cbx = 50612.73 Ib [Eq. D-21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 101225.46 Ib = 0.70 V cby = 70857.82 Ib (for a single anchor) Check anchors at c y2 edge V cby = Avcy/Avcoy`1'ed,VPc,VVby [Eq. D Cal = 32.00 in (adjusted for edges per D.6.2.4) A vcy = 1920.00 in oy = 4608.00 in [Eq. D -23] 4 ed v = 1.0000 [Sec. D.6.2.1(c)] `Pc v = 1.0000 [Sec. D.6.2.7] about:blank 2/2/2010 Page7of7 • V = 70e /do)0.2.I d f'c(ca1)1.5 [Eq. D -24] l = 8.00 in 121470.55 Ib V cby = 50612.73 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 101225.46 Ib = 0.70 4 = 70857.82 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V = min[kcpNa,kcpNcb] [Eq. D - 30a] k = 2 [Sec. D.6.3.2] N = 27369.55 Ib (from Section (6) of calculations) N = 22950.00 Ib (from Section (5) of calculations) V = 45900.00 Ib = 0.70 [D.4.4] 4)V = 32130.00 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Ision - Steel : 0.0000 - Breakout : 0.0000 - Adhesive : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.9999 Breakout (case 1) : 0.8338 - Breakout (case 2) : N/A - Breakout (case 3) : 0.4169 - Pryout : 0.9194 T.Max(0) <= 0.2 and V.Max(1) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1" diameter A193 GR. B7 SET - XP anchor(s) with 9 in. embedment about:blank 2/2 /2010 P (kip) (Pmax)__;,2500-7 (Pmax) 2- - 12- i i '�-Q l2—" o_ \ I fs=0 , fs =0 x fs =0.5fy fs =0.5fy _ 8 x 180 in Code: ACI 318 -05 Units: English Run axis: About X -axis Run option: Investigation b I I - tenderness: Not considered -7000 7000 Column type: Architectural Mx (k -ft) Bars: ASTM A615 Date: 02/02/10 (Pmin) (Pmin) Time: 11:47:21 1 -1000 I 1 pcaColumn v4.00. Licensed to: KPFF Consulting Engineers. License ID: 53866-1012952-4-276FE-1B756 File: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC Dartmouth) \CALCS \PCA ... \RCSWNS02 &3 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE 6to — f'c = 4 ksi fy = 60 ksi Ag = 1440 inA2 20 bars , Ec = 3605 ksi Es = 29000 ksi As = 9.60 inA2 rho = 0.67% = 0. 00/*9 fc = 3.4 ksi Xo = 0.00 in Ix = 3.888e +006 in^4 • • L— u = 0.003 in /in Yo = 0.00 in ly = 7680 inA4 Betel = 0.85 Clear spacing = -0.25 in Clear cover = 2.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 pcaColumn v4.00 © Portland Cement Association Page 1 Licensed to: KPFF Consulting Engineers. License ID: 53866- 1012952- 4 -276FE -13756 02/02/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC... \RCSWNS02 &3 - Ground.col 11:46 AM P2- 12 — oa 00000 (TM) 00 00 00 00 0000000 00000 00000 00 00000 00 00 00 00000000 0000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 00000 00 00 00 00 00 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: KPFF Consulting Engineers. License ID: 53866- 1012952- 4- 276FE -1B756 02/02/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC... \RCSWNS02 &3 - Ground.col 11:46 AM T i�Z - ' General Information: -03 File Name: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R ... \RCSWNS02 &3 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE Code: ACI 318 -05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis:. X -axis Column Type: Architectural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 180 in Gross section area, Ag = 1440 in ^2 Ix = 3.888e +006 in ^4 Iy = 7680 in ^4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 9.60 in ^2 at rho = 0.67% (Note: rho < 1.0 %) Top Bottom Left Right Bars 3# 4 3# 4 14 # 7 0# 7 Cover(in) 2 2 3 3 Factored Loads and Moments with Corresponding Capacities: Pu Mux fMnx fMn /Mu N.A. depth eps_t Phi No. kip k -ft k -ft in 1 47.0 - 3665.0 - 3632.0 0.991 28.40 0.01572 0.900# 2 47.0 3665.0 3632.0 0.991 28.40 0.01572 0.900# 3 26.0 3665.0 3518.5 0.960 27.27 0.01650 0.900# 4 26.0 - 3665.0 - 3518.5 0.960 27.27 0.01650 0.900# # Section capacity exceeded! * ** End of output * ** P (kip) 2500 TR- - rL - O�} (Pmax) (Pmax) I ,•� x o- �jo��Z .�• I \ • / fs =0 fs =0 j I fs =0.5fy fs =0.5fy 7 x 216 in Code: ACI 318 -05 Units: English Run axis: About X -axis Run option: Investigation - tenderness: Not considered Column type: Architectural Bars: ASTM A615 " I I -7000 7000 Date: 02/02/10 Mx (k -ft) Time: 12:16:44 (Pmin) =500 (Pmin) pcaColumn v4.00. Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1 B756 File: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC Dartmouth) \CALCS \PCA Colu... \RCSWNSO4 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE f'c = 4 ksi fy = 60 ksi Ag = 1512 inA2 26 bars Ec = 3605 ksi Es = 29000 ksi As = 8.80 inA2 rho = 0.58% e - 0.00 fc = 3.4 ksi Xo = 0.00 in Ix = 5.87866e +006 inA4 _ = 0.003 in /in Yo = 0.00 in ly = 6174 in^4 Beta^ = 0.85 Clear spacing = -0.25 in Clear cover = 2.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 pcaColumn v4.00 © Portland Cement Association Page 1 Licensed to: KPFF Consulting Engineers. License ID: 53866- 1012952- 4- 276FE -1B756 02/02/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC D... \RCSWNSO4 - Ground.col 12:16 PM 1 00000 (TM) 00 00 00 00 0000000 00000 00000 00 00000 00 00 00 00000000 0000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 00000 00 00 00 00 00 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: KPFF Consulting Engineers. License ID: 53866- 1012952- 4- 276FE -1B756 02/02/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC D... \RCSWNSO4 - Ground.col 12:16 PM General Information: 2 - - r2- -O6 File Name: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CB... \RCSWNSO4 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE Code: ACI 318 -05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Architectural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 7 in Depth = 216 in Gross section area, Ag = 1512 in ^2 Ix = 5.87866e +006 in ^4 Iy = 6174 in ^4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides. Different (Cover to transverse reinforcement) Total steel area: As = 8.80 in ^2 at rho = 0.58% (Note: rho < 1.0 %) Top Bottom Left Right Bars 4# 3 4# 3 18 # 6 0# 6 Cover(in) 2 2 3 3 Factored Loads and Moments with Corresponding Capacities: Pu Mux fMnx fMn /Mu N.A. depth eps_t Phi No. kip k -ft k -ft in 1 56.0 3707.0 4069.2 1.098 35.06 0.01525 0.900 2 56.0 - 3707.0 - 4069.2 1.098 35.06 0.01525 0.900 3 31.0 - 3707.0 - 3910.7 1.055 33.38 0.01617 0.900 4 31.0 3707.0 3910.7 1.055 33.38 0.01617 0.900 * ** End of output * ** RECEIVED PECK SMILEY ETTLIN JA N 15 2010 architects City of Tigard CITY OF TIGARD Building Division BUILDING DIVISION 13125 SW Hall Blvd. Tigard, OR 97223 Attn: Dan Nelson 13 January 2010 Plans Examiner RE: Permit Number: BUP2009 -00208 Project Name: Phase 1 - TVFR Command and Business Operations Center Address: 8480 SW Scholls Ferry Road We have included the following changes and additional information in response to your plan review comments listed below: 14. The architectural drawings reference the structural drawings for the removal of the existing SLRS; however, the structural drawings provide very little detail on the removal of the existing SLRS. Provide a demolition plan that includes phasing information to ensure the stability of the structure during the upgrade. Response: The reference to the Structural drawings on Sheet A2.1 (Keynote 2) has been removed. A phased demolition plan will be included as a deferred submittal. (See Architectural Cover Sheet and Sheet A2.1, attached.) Please see attached Plan Review Response memo from KPFF Consulting Engineers for balance of comment responses. Sincerely, OFFICE COPY Nathan Junkert Peck Smiley Ettlin Architects Cc: File 4412 SW Corbett, Portland, OR 97201 tel 503.248.9170 fax 503.248.0223 www.psearchs.com „; a , ' Consulting Engineers January 12, 2010 Mr. Hans Ettlin Peck Smiley Ettlin Architects 4412 SW Corbett Avenue Portland, OR 97239 RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade Permit No. BUP2009 -00208 Dear Hans, This letter is in response to the Structural Plan Review Comments, dated December 31, 2009. This letter follows the same order as the Plan Review. For your convenience, we have included the reviewer's comments in italics followed by our response. RESPONSES TO PLAN REVIEW 3. [Page DL -3] It appears that Composite Special Reinforced Concrete Shear Walls (Type 815) are used in the design of the building in lieu of the Special Reinforced Concrete Shear Walls (Type 85) as specified in the calculations. Submit calculations for the tension and compression resisted by the HSS columns. In addition, clarify the connections between existing framing and the concrete shear walls, including the effects of shrinkage. KPFF Response: Elevations A/S3.1, B /S3.1, and D /S3.2 have new concrete shear walls added between HSS columns. The intent of the design is to transfer the seismic Toad from the braced frame above and into the concrete shear walls below. The concrete shear walls are then designed to resist the total seismic load without assistance from the HSS columns (that would form a composite system). 4. [Page DL -3] Provide back -up documentation to warrant a redundancy factor of 1.0. A loss of a single brace in the east -west direction would result in more than a 33% reduction in the overall capacity. KPFF Response: In the east -west direction, the worst case occurs at the third floor where there are three braces with identical cross - sections, rise /run geometry, and length. Removal of one brace would result in a 33% reduction in the overall capacity in that direction. Because the reduction is not more than 33% of the story strength, then the use of a 1.0 redundancy is acceptable. 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 (503) 227 -3251 Fax (503) 227 -7980 Seattle Tacoma Portland Eugene San Franc Sacrarnenro Los Angeles Irvine San Diego Phoenix Denver St. Lours New York Mr. Hans Ettlin/ Peck Smiley Ettlin Architects RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade January 12, 2010 Page 2 of 6 5. [Page LA -16] Clarify whether IE applies to the lateral earth pressure when considering the seismic loading. KPFF Response: See supplemental documentation PR -05 -01 for information per the geotechnical engineer that verifies the adequacy of the seismic earth pressure loading without the use of IE. 6. [Pages LA -54, 61, and 67] Submit calculations considering the lateral force at the second floor diaphragm. KPFF Response: Per the listed calculations pages LA -54, 61, and 67, the steel braced frames in the north -south direction only resist lateral load down to the second floor. The lateral load is then transferred to and resisted by the concrete shear walls below. That shear transfer to the concrete walls can be confirmed by calculation page LA -113. 7. [Pages LA -79, 87, 117, 122, 129, and 136] Submit footing calculations without the 0.75 reduction for the seismic uplift condition. KPFF Response: Per ASCE 7, section 12.13.4, "overturning effects at the soil- foundation interface are permitted to be reduced by 25 percent for foundations... "; therefore, the 0.75 factor applied to the footing calculations is taking this reduction into consideration. 8. [Pages LA -96 and 102] Submit a detail for the cover plates at the beam connection condition as described in the calculations. KPFF Response: Page LA -96 shows a note at the bottom of the page that states "...do not require cover plates at beam connection — only require cover plates below to prevent buckling." These referenced "cover plates" are the L3x3x3 /8 angles added to the HSS columns where required. The intent of this note is to indicate that the HSS columns require angle "cover plates" between the beam connections on adjacent floors only where the axial demand is greater than the buckling capacity of the column. Where the axial demand exceeds the column buckling capacity and the gross section yield capacity, the angle "cover plates" are required to extend up to the top of the beam. Angle "cover plates" have been shown, on those columns that require them, on sheets S3.1, S3.2, S3.3, and details on S6.2. 9. [Pages LA -97 and 98] Submit calculations for the built -up columns considering the varying material properties (i.e. A36 for the angles and A50O for the HSS). KPFF Response: See the supplemental calculations PR -09 -01 through PR -09 -05 that show specific consideration of the using A36 and A500 steel at the built -up columns. See elevation C /S3.1 for revised angle "cover plates" to L3-1/2x3-1/2x7/16. Mr. Hans Ettlin/ Peck Smiley Ettlin Architects RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade January 12, 2010 Page 3 of 6 10. [Pages LA -105 through 111] Submit calculations considering cracked concrete conditions. In addition, submit calculations considering appropriate spacing and edge distance conditions. KPFF Response: The post - installed anchor calculations are based on uncracked concrete because all braced frame footings have top and bottom mat reinforcement that would resist negative moment due to uplift. Also, the spacing of the anchors forms a configuration that would require a large plug of concrete to break out of the footing. This plug is restrained by the top layer of reinforcement with developed bars in both directions; therefore, the mat prevents the plug from pulling out of the footing. 11. [Page LA -114] Submit calculations for the design story drift or use the appropriate factor from ASCE Table 12.12 -1 when determining the compression zone width. KPFF Response: The design story drift is shown on LA -33, and they are within the allowable story drift of 0.010hsx. Therefore, 0.010 was conservatively used as 6dhw in equation 21 -8 of ACI 318 to produce the smallest maximum allowed compression zone length. The compression zone length per the PCA Column output is Tess than this maximum; therefore the walls are acceptable without boundary zones. 12. [Pages LA -128 and 135] Clarify the (4) #6 bars used at each end of the shear wall, or revise the plans to match the calculations. In addition, submit revised calculations for the shear wall including lateral force at the second floor diaphragm. KPFF Response: See the supplemental calculations PR -12 -01 through PR -12 -06 for revised shear wall calculations. See elevations A & BIS3.1 for revised shear wall reinforcement. 13. [Page LA -130] S ubmit calculations considering both of the shear walls (i.e. the wall on Gridline 2.7 and the wall on Gridline 3) that bear on the 18' x 26' footing. KPFF Response: See the supplemental calculations PR -13 -01 through PR -13 -07 for additional calculations that consider loads from both shear walls acting on the large footing. 15. [Sheet A2.4, Detail 2/S6.1] Add the `Future Communication Antenna' to the deferred submittal list on Sheet S0.2. KPFF Response: See the Submittal section of sheet S0.2 that has been revised to include the future "Communications Tower." 16. [Sheet A5.1 and SO.2] Add the ' Future Access Floor' to the deferred submittal list on Sheet S0.2. KPFF Response: See the Submittal section of sheet S0.2 that has been revised to include the future "Access Floor." Mr. Hans Ett lin/ Peck Smiley Ettlin Architects RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade January 12, 2010 Page 4 of 6 17. [Sheet A5.11 Submit calculations for access well turned down edge /retaining wall that support the existing building foundation. KPFF Response: See the supplemental calculations PR -17 -01 and PR -17 -02 that verify the adequacy of the turned down edge /retaining wall at the access well. 18. [Sheet S0.2] Submit a revised scope of work statement; based on the change of occupancy, the work to be completed is considered mandatory. KPFF Response: See the Seismic Load Resisting System section of sheet S0.2 that has been revised to indicate that the seismic upgrade is mandatory. 19. [Sheets S2.2, S2.3 and S2.4] Submit calculations for the steps in the diaphragm chords along Gridlines 2, 10, 8 and D. KPFF Response: See the supplemental calculations PR -19 -01 through PR -19 -03 that verify the adequacy of the diaphragm chords. 20. [Sheets S2.2, S2.3, and S2.4] Submit calculations for the transfer of the diaphragm forces at Grids 8 -3, D -3, 8 -9 and D -9. KPFF Response: See the supplemental calculations PR -19 -01 through PR -19 -03 that verify the adequacy of the diaphragm chords. 21. [Sheets S2.2, S2.3 and S2.4] Submit calculations for the collector elements to the braced frames. In addition, clarify the apparent lack of connection at Grids C -2.7, C -3, C -9 and C -9.7. KPFF Response: See the supplemental calculations PR -21 -01 through PR -21 -18 that identify and verify the adequacy of the diaphragm collector elements. 22. [Sheet S2.3] Submit calculations for the diaphragm chord and load transfer around the opening between Grids 8 -5 and 8 -6. KPFF Response: See the supplemental calculations PR -19 -01 through PR -19 -03 that verify the adequacy of the diaphragm chords. See plan sheet S2.3 that has been revised to show welded beam connections for beams adjacent to the opening to provide chord continuity. 23. [Sheet S2.4] Provide a detail for the connection of the additional framing member for the communication tower at Grids 8.6 -7.2. KPFF Response: See plan sheet S2.4 and detail 10/S6.2 that have been revised to show the added section cut for the connection of the east end of the new beam. Mr. Hans Ettlin/ Peck Smiley Ettlin Architects RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade January 12, 2010 Page 5 of 6 24. [F /S3.3] Submit calculations for the braced frame beams considering the requirement to be seismically compact. KPFF Response: See the supplemental calculation PR -24 -01 for calculations that verify the seismic compactness of the braced frame beams. 25. (F /S3.3] Clarify whether the column at Grid C -7 is strengthened per Details 5 and 7/S6.2. KPFF Response: See elevation F /S3.3 that has been revised to show the added angles to the HSS column. 26. (G /S3.3] Clarify whether Detail 5/S6.2 applies at the third floor elevation. KPFF Response: See elevations D /S3.2, G /S3.3, and F /S3.3 that have been revised to show callouts for detail 5/S6.2 at the third floor where angles are being added to the HSS columns. 27. [1/S6.2] Clarify the welds between the new angle brace and the existing OWJ. KPFF Response: See detail 1/S6.2 for weld clarifications at the connection of the angle brace to the OWJ top chord. 28. [6/S6.2] Clarify the welds between the new angle brace and the existing HSS column. KPFF Response: See detail 6/S6.2 that has been revised to show an added note that indicates detail 5/S6.2 should be referenced for weld requirements. 29. [1156.3] Clarify the welds between the new stiffener plates and the new built -up column. KPFF Response: See detail 1/S6.3 that has been revised to show welds required between the new stiffener plates and the new built -up column. 30. 12/S6.3] Clarify the weld between the new base plates and the existing base plates. In addition, clarify the weld between the new base plate and new side plates and whether the edges of the existing concrete should be chamfered. KPFF Response: See detail 2/S6.3 that has been revised to show the correct weld symbols for the appropriate locations. The existing concrete will not need to be chamfered because the fillet weld is on the top side of the new base plate. 31. [3/S6.3] Clarify the side plate thickness. In addition, clarify the weld between the new stiffener plates and the existing HSS column. KPFF Response: See detail 3/S6.3 that has been revised to show the side plate thickness and the welds required between the new stiffener plates and the existing HSS column. Mr. Hans Ettlin/ Peck Smiley Ettlin Architects RE: Structural Plan Review Comments TVF &R CBOC Seismic Upgrade January 12, 2010 Page 6 of 6 32. [4/S6.3] Clarify the side plate thickness. KPFF Response: See detail 4/S6.3 that has been revised to show the side plate thickness. 33. [5 and 7/S6.3] Clarify the weld between the new stiffener plates and the existing HSS column. KPFF Response: See details 5 & 7/S6.3 that have been revised to show welds required between the new stiffener plates and the existing HSS column. If you have any questions on these responses, please call me at (503) 227 -3251. Sincerely, a // , _, •/ Ian K. Eikanas, P.E., LEED® AP IE /aa vtooraat4 09 1 50SU t 0 PROg esponse -plea -011210 �,�� eb V.. '9qt 21, A ®41 AD L. P49 1z -os - Ian Eikanas From: Don Rondema [don @geotechsolutionsinc.com] ent: Friday, January 08, 2010 10:42 AM To: Ian Eikanas Subject: dartmouth - tv fire seismic Attachments: image001.jpg Hello Ian, Per our phone call regarding the TVFire upgrade, I dug into the original files and found the calc. As expected from backing out the 6H ^2 in stiff silt, an acceleration of 0.15g was used. There is a realistic cap on the acceleration used in dynamic earth pressures as recommended by many researchers that ranges from 0.1g to 1 /2PGA (our 0.15g here falls within that). In our opinion, an additional factoring of the dynamic earth pressure forces is not needed as observed dynamic pressures on actual walls in earthquakes correspond to these capped values. Additionally, it is also arguable whether shorter duration moderate crustal earthquakes that control PGA at this site would have repeated cycles of design level acceleration that are acting orthogonal to the wall. This must be where the universities get research money for the big centrifuges! I hope this helps. Thanks! Don Rondema, MS PE GE Principal Ge Solutions 6 roc. 1112 7 Street Oregon City, OR 97045 p 503.657.3487 f 503.722.9946 www.geotechsolutionsinc.com 1 .7- - d9 - 0 1 AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) - Lit - `b 4 -- INPUT VARIABLES: Member Input _ AISC Member Section Hss7x7x1/2 CI Applied Loads Eft. Col. Length (X -X) L x = it Ultimate Moment (X -X) M„ = 27.00 ip -ft Elf. Col. Length (Y -Y) L y = 14.00 ft Ultimate Moment (Y -Y) M,,,. = 0.00 ip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V = 0.00 ips Eft. Col. Length Fact. (Y -Y) K = 1.00 Ulitmate Shear (Y -Y) V„ = 0.00 kips Bending Coefficient Cb = - 11 Ultimate Axial P„ _ -459 kips ' Yield Strength F = 36.0 ksi Ws6 h }}• Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: )) , ( to 2 { �} A. 2 .1l It-. 1 = v . bl iI 4 2 Member Section Properties ( Lateral Torsional Buckling Analysis Area A = 20.04 i 2 Resistance Factor for Yielding 0 = 0.90 Depth d= 7.00 in. Lat. Unbraced Length (UBL) L = 168 in. Flange Width b f = 7.00 in. Limit. Lat. UBL for Full Plastic L, = 141 in. Flange Thickness t, = 0.47 in. Limit. Lat. UBL for Inelastic L, = 5392 in. Web Thickness t„ = 0.47 in. Plastic Bending Moment (X -X) M„x = 166 kip -ft Flange -to- Fillet Dimension k= 0.00 in. Plastic Bending Moment (Y -Y) M = 166 kip -ft Unit Weigth w= 41 .90 plf LTB Moment Strength (X -X) 0M iiirLTe = 149 kip -ft Moment of Inertia (X -X) 1, = 1 9.00 in Moment of Inertia (Y -Y) 1 = .169.00 in Local Buckling Analysis Elastic Section Modulus (X -X) S = 43.50 in Flange Width- Thickness Ratio b = 7.53 in. /in. Elastic Section Modulus (Y -Y) S y = 43.50 • in Web Width - Thickenss Ratio hit„ = 15.05 in. /in. Plastic Section Modulus (X -X) Z, = 55:40 in Flange Slend. Lim. for Compact A pf = 10.83 Plastic Section Modulus (Y -Y) Z = 55.40 in Flange Slend. Lim. for Noncomp. A „, = 27 :65 Radius of Gyration (X -X) r, = 2.82 in. Web Slend. Lim. for Compact 2 p „ = 106.67 Radius of Gyration (Y -Y) r = \2.82 . in. Web Slend. Lim. for Noncomp. .i p„ = 161.67 Polar Moment of Inertia J= 133 :0 in FLB Moment Strength (X -X) 0 M„,F,.B = 150, kip -ft Warping Constant C„ = 0 in WLB Moment Strength (X -X) 0M „,,,18 = 150 kip -ft Beam Buckling Factor X, = 0:00 Beam Buckling Factor X2 = 0.00000 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter Al , = 0.67 Shear Strength (X -X) 0 V,,, = 63 kips Axial Compressive Strength OP„„ = 539 kips Shear Strength (Y -Y) 0 V,,,, = 127 kips Axial Tensile Strength 0P „, = 649 kips Capacities Summary Stiffness Summary Moment Strength (X -X) 0 M„,FLB = ' 149 kip -ft Stiffness (X -X) El = 4.90 (10) kip -in Moment Strength (Y -Y) t M „ = 150' kip -ft Stiffness (Y -Y) El y = .4.90 (10) kip -in Axial Compressive Strength 0 P „ = 539 , kips Axial Tensile Strength 0P „, = ' '649 . kips Shear Strength (X -X) 0 V „, = 63 . kips Shear Strength (Y -Y) 0 V„,, = 127 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P/P +M/M= 1.01 . .NGII! Shear Ratio (X -X) VN= 0.00 ok 4 1 e.3 .1- �. OIL Shear Ratio (Y -Y) VN = • , 0.00 - ok o o 0 Ac 0 3 x 3 x 3 1. 8 Fu = .1-S wT C - 4 1-- s! C -5 Beam - Column Analysis 1/6/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls . z aq -- o AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) - '��V- L_t'c- - el 4-- INPUT VARIABLES: Member Input _ \ AISC Member Section I HSS7x7X1 /2 1 o I Applied Loads i Eft. Col. Length (X -X) L = ft Ultimate Moment (X -X) M„ = 28.00 kip -ft Eff. Col. Length (Y -Y) L y = 14.00 ft Ultimate Moment (Y -Y) M„y = 0.00 ip -it Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V„ = 0.00 kips • Eff. Col. Length Fact. (Y -Y) K y = 1.00 Ulitmate Shear (Y -Y) V„ = 0.00 kips Bending Coefficient Cb = 1 11 Ultimate Axial P. _ -524 kips Yield Strength F = C ItN. Li E}SS Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: I b0 ... -- 4 X 2 - 83 - Z3. 0 81.-% 2- 1 Member Section Properties L a teral Torsional Buckling Analysis Area A = 23.08 in Resistance Factor for Yielding 0 = 0.90 Depth d= 7.60 in. Lat. Unbraced Length (UBL) Lb = 168 in. • Flange Width b, = 7.00 in. Limit. Lat. UBL for Full Plastic L, = 143 in. Flange Thickness t, = 0.47 in. Limit. Lat. UBL for Inelastic L, = 5088 in. Web Thickness t„. = 0.47 in. Plastic Bending Moment (X -X) M,X = 189 kip -ft Flange -to- Fillet Dimension k = 0.00 in. Plastic Bending Moment (Y -Y) M = 189 • kip -ft Unit Weigth w= 41.90 °If LTB Moment Strength (X -X) tM „,,, = 170 kip -ft Moment of Inertia (X -X) 1, = 00.• in Moment of Inertia (Y -Y) ly = 200.00 in Local Buckling Analysis Elastic Section Modulus (X -X) S, = 50.00 in Flange Width- Thickness Ratio b, /t, = 7.53. in.fin. Elastic Section Modulus (Y -Y) Sy = 50.00 in Web Width - Thickenss Ratio hit., = 15.05 in. /in. Plastic Section Modulus (X -X) Z, = 63.00 in Flange Slend. Lim. for Compact A1 = 10.83 .) Plastic Section Modulus (Y -Y) Z = 163.00 in Flange Slend. Lim. for Noncomp. A„ = 27.65 • Radius of Gyration (X -X) r = 2.85 in. Web Slend. Lim. for Compact .1, = 106.67 Radius of Gyration (Y -Y) r = .85 i Web Slend. Lim. for Noncomp. A„,, = 161'.67 Polar Moment of Inertia J= 133.0 in° FLB Moment Strength (X -X) {DM „, = _ 170 kip -ft Warping Constant C. = 0 in WLB Moment Strength (X -X) 0M„,,y,.8 = 170 kip -ft Beam Buckling Factor X, = 0.00 Beam Buckling Factor Xs = 0.00000 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slendemess Parameter Al = 0.66 Shear Strength (X -X) 0 V,,, = 63 kips Axial Compressive Strength 01 = 623 . kips Shear Strength (Y -Y) 0V „ = 127 kips Axial Tensile Strength 0P „, = .748 kips Capacities Summary Stiffness Summary • Moment Strength (X -X) • 0M„,FLB = 170 kip -ft Stiffness (X -X) El = 5.80 (10) kip -in Moment Strength (Y -Y) 0M „ V FLB = 170. kip -ft Stiffness (Y -Y) El y = 5.80 (10) kip -in Axial Compressive Strength OP„. = 623 kips Axial Tensile Strength 0P „, = 748 kips Shear Strength (X -X) 0 V „, = 63 kips Shear Strength (Y -Y) is V„,, = • 127 ' kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= 0.99 ok Shear Ratio (X -X) VN= 0.00. ok Shear Ratio (Y -Y) VN= 0.00 ok to l L- x ��z x 7�b / czD. tc- F4 \ @ F„,_ ,-____ 2-4 tk = ZS t` -Pr Beam - Column Analysis 1/6/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls Section:Sectionl Section Properties: 2 Number of Shapes = 5 7.900 Total Width = 7.90 in ...-- 3.97e : _ E ., 3.924 . I Total Height = 7.90 in ) [ _ _ Center, Xo = 2.99 in . �... Center, Yo = 3.465 in __ i i i - X -bar (Right) = 3.924 in I X -bar (Left) = 3.976 in o j 1_ Y-bar (Top) = 3.95 in D - -- - - -- -- Y -bar (Bot) = 3.95 in 3 ti 1 0 E_!._. 3 Equivalent Properties: Area, A = 24.632 inA2 "' k___` , 4t-i--- i.;..... Inertia, 133 = 200.78 in ^4 I_ � _ ., - . _._. - -_ m Inertia, 122 = 199.43 4 �__ ._____. _., Inertia, 132 = 0.00 in ^4 Torsional, J = 231.46 in ^4 Principal Angle = 0.00E +00 Deg 2 Inertia, 133' = 200.78 inA4 Inertia, 122' = 199.43 in ^4 Section Diagram Modulus, S3(Top) = 50.829 inA3 I Modulus, S3(Bot) = 50.829 inA3 Modulus, S2(Left) = 50.162 inA3 Modulus, S2(Right) = 50.818 inA3 Plastic Modulus, Z3 = 63.571 inA3 Plastic Modulus, Z2 = 63.571 inA3 Shear Area, A3 = 12.351 inA2 Shear Area, A2 = 12.351 inA2 Radius, r3 = 2.855 in Radius, r2 = 2.845 in Basic Parameters of HSS7X7X.500 Main Material = Hot Rolled Steel Sub Material = ASTM A -36 Modulus E = 2.90E +04 ksi Dimensions of HSS7X7X.500 Sr.No Dimension Value Unit 1 Dim -bf 7.00 in 2 Dim -t 0.50 in 3 Dim -r 1.00 in 4 Dim -h 7.00 in Basic Parameters of L3- 1/2X3- 1/2X7/16 Main Material = Hot Rolled Steel Sub Material = ASTM A -36 Modulus E = 2.90E +04 ksi Dimensions of L3- 1/2X3- 1/2X7/16 T'1a -- b9 - 64 Sr.No Dimension Value Unit 1 Dim -bf 3.50 in 2 Dim -t 0.438 in I 3 Dim -h 3.50 in Basic Parameters of L3- 1/2X3 - 1/2X7/16 I Main Material = Hot Rolled Steel Sub Material = ASTM A -36 Modulus E = 2.90E +04 ksi Dimensions of L3- 1/2X3 - 1/2X7/16 Sr.No Dimension Value Unit 1 Dim -bf 3.50 in 2 Dim -t 0.438 in 3 Dim-11 3.50 in Basic Parameters of L3- 1/2X3 - 1/2X7/16 Main Material = Hot Rolled Steel Sub Material = ASTM A -36 Modulus E = 2.90E +04 ksi Dimensions of L3- 1/2X3 - 1/2X7/16 Sr.No Dimension Value Unit 1 Dim -bf 3.50 in 2 Dim -t 0.438 in 3 Dim -h 3.50 in Basic Parameters of L3- 1/2X3- 1/2X7/16 Main Material = Hot Rolled Steel Sub Material = ASTM A -36 Modulus E = 2.90E +04 ksi Dimensions of L3- 1/2X3 - 1/2X7/16 Sr.No Dimension Value Unit 1 Dim -bf 3.50 in 2 Dim -t 0.438 in 3 Dim -h 3.50 in Basic Properties of Shapes in Section: Sr.No Shape Modular Width Height Xo Yo A 133 122 Ratio in in in in inA2 inA4 inA4 1 HSS7X7X.50 1 7.00 7.00 3.014 3.465 11.60 80.50 80.50 0 2 L3- 1/2X3- 1 3.50 3.50 0.05 0.55 2.89 3.25 3.25 1/2X7/16 3 L3- 1/2X3- 1 3.50 3.50 5.879 6.379 2.89 3.25 3.25 1 1/2X7/16 4 L3- 1/2X3- 1 3.50 3.50 5.879 0.55 2.89 3.25 3.25 1/2X7/16 . dq - o s 5 L3- 1/2X3- 1 3.50 3.50 0.05 6.379 2.89 3.25 3.25 1/2X7/1 Additional Properties of Shapes in Section: Sr.No Shape J S3 S2 Z3 Z2 r3 r2 inA4 inA3 inA3 inA3 inA3 in in 1 HSS7X7X.50 133.00 24.00 24.00 29.281 29.281 2.634 2.634 , 0 2 L3- 1/2X3- 0.192 1.323 1.323 2.299 2.372 1.06 1.06 1/2X7/16 3 L3- 1/2X3- 0.192 3.149 3.149 2.372 2.299 1.06 1.06 1/2X7/16 4 L3- 1/2X3- 0.192 1.323 3.149 2.299 2.299 1.06 1.06 1/2X7/16 5 L3- 1/2X3- 0.192 3.149 1.323 2.372 2.372 1.06 1.06 1/2X7/16 I P (kip) F12- ° 3000 — (Pmax) (Pmax) o . . i fs =0 fs =0 x fs =0.5fy fs =0.5fy 7 x 180 in Code: ACI 318 -05 Units: English — Run axis: About X -axis Run option: Investigation lnderness: Not considered I I I I Column type: Architectural -7000 7000 Bars: ASTM A615 Mx (k -ft) Date: 01/07/10 — (Pmin) (Pmin) Time: 08:04:27 -1000 — pcaColumn v4.00. Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952= 4- 276FE -1 B756 File: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC Dartmouth) \CALCS \PCA ... \RCSWNS02 &3 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE f'c = 4 ksi fy = 60 ksi Ag = 1260 inA2 21 bars Ec = 3605 ksi Es = 29000 ksi As = 10.20 inA2 rho = 0.81% fc = 3.4 ksi Xo = 0.00 in Ix = 3.402e +006 in^4 = 0.003 in /in Yo = 0.00 in ly = 5145 in^4 Beta1 = 0.85 Clear spacing = -0.25 in Clear cover = 2.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 . Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1B756 01/07/10 D: \00 - IKE PDX - Current Files \ - 2091.15 (TVF &R CBOC... \RCSWNS02 &3 - Ground.col 08:04 AM PV— 12- cis. 00000 (TM) 00 00 00 00 0000000 00000 00000 00 00000 00 00 00 00000000 0000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 00000 00 00 00 00 00 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1B756 01/07/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC... \RCSWNS02 &3 - Ground.col 08:04 AM General Information: File Name: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R ... \RCSWNS02 &3 - Ground.col Project: PSU Lincoln Hall ' Column: RCSW Engineer: IKE Code: ACI 318 -05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Architectural Material Properties: I f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 7 in Depth = 180 in Gross section area, Ag = 1260 in ^2 Ix = 3.402e +006 in ^4 Iy = 5145 in ^4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 1 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 10.20 in ^2 at rho = 0.81% (Note: rho < 1.0 %) Top Bottom Left Right Bars 15 # 7 0 # 7 Cover(in) 2 2 3 3 Tv cn 4f'� r; n Factored Loads and Moments with Corres o ding Capacities: Pu Mux fMnx fMn /Mu N.A. depth eps_t Phi No. kip k -ft k -ft in 1 47.0 - 3665.0 - 3837.6 1.047 28.33 0.01577 0.900 2 47.0 3665.0 3837.6 1.047 28.33 0.01577 0.900 3 26.0 3665.0 3727.8 1.017 27.36 0.01643 0.900 4 26.0 - 3665.0 - 3727.8 1.017 27.36 0.01643 0.900 * ** End of output * ** i P (kip) TV- • 2500 �. (Pmax) (Pmax) • \z fs =0 fs =0 I x • fs =0.5fy fs =0.5fy • I . 7 x 216 in Code: ACI 318 -05 Units: English Run axis: About X -axis Run option: Investigation "` Not considered Column type: Architectural Bars: ASTM A615 Date: 01/07/10 -7000 7000 Mx (k -ft) Time: 08:10:47 (Pmin) - - -500 — (Pmin) pcaColumn v4.00. Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1 B756 File: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC Dartmouth) \CALCS \PCA Colu... \RCSWNSO4 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE f'c = 4 ksi fy = 60 ksi Ag = 1512 inA2 26 bars Ec = 3605 ksi Es = 29000 ksi As = 8.80 inA2 rho = 0.58% fc = 3.4 ksi Xo = 0.00 in Ix = 5.87866e +006 in^4 u = 0.003 in /in Yo = 0.00 in ly = 6174 inA4 Beta1 = 0.85 Clear spacing = -0.25 in Clear cover = 2.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1B756 01/07/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC D... \RCSWNSO4 - Ground.col 08:10 AM 00000 (TM) 00 00 00 00 0000000 00000 00000 00 00000 00 00 00 00000000 0000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 00000 00 00 00 00 00 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Licensed to: KPFF Consulting Engineers. License ID: 53866 - 1012952- 4- 276FE -1B756 01/07/10 D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CBOC D... \RCSWNSO4 - Ground.col 08:10 AM General Information: ' File Name: D: \00 - IKE PDX - Current Files \ - 209115 (TVF &R CB... \RCSWNSO4 - Ground.col Project: PSU Lincoln Hall Column: RCSW Engineer: IKE Code: ACI 318 -05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Architectural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 7 in Depth = 216 in Gross section area, Ag = 1512 in ^2 Ix = 5.87866e +006 in ^4 Iy = 6174 in ^4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) Size Diam (in) Area (in ^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 8.80 in ^2 at rho = 0.58% (Note: rho < 1.0 %) Top Bottom Left Right Bars 4 • 4# 18 # 6 0# 6 Cover(in) 2 2 3 3 (1) #- (o . �►3� Factored Loads and Moments with Corresponding Capacities: Pu Mux fMnx fMn /Mu N.A. depth eps_t Phi No. kip k -ft k -ft in 1 56.0 3707.0 4069.2 1.098 35.06 0.01525 0.900 2 56.0 - 3707.0 - 4069.2 1.098 35.06 0.01525 0.900 3 31.0 - 3707.0 - 3910.7 1.055 33.38 0.01617 0.900 4 31.0 3707.0 3910.7 1.055 33.38 0.01617 0.900 * ** End of output * ** Project --- TV - F AT__ By - Sheet No ififfiifty Location Dote 0 IA -41 tp l'1 :t.,-Kfi' 0 .A1644, Consulting Engineers Job No Client Revised Portland Oregon Date $ if 1 a .rocv.F- Ktc..' o 1 ) .r...F e-ps...e._-, 2_ , •TP—Gt-ILL_N-ICI.t5 a- J.-e...S ) 1 1 Pt_ Le C°4C7r3.-4:+ 14 oF Nie 14Mic / -0.--- r--- 1 4 0V- i 9 c re.-11W05,C 4 Sc-is.r- 14602_ 2._ 52.. W 2-S sY" \sit t T.. 4, r_tz_ 1 '- _ _ 1 1 * -1 3,0 tz.4.4.0 0E43 II' /- — — 11374-le,w • / ...---- - -.1 , '**s• z ,lif- 1-4-C— — — — 1 7 44 lei- (e1.2_4 - L —e,k-p e-ent.‘"Vo4 .4 Fc"'1 41 . .. itC1F C..• I OM) ÷ L. + K ...-p. -r .. 0 . 9= .±.. et, • -- +s 4 4, Pit--)'S~ 0 ?, L TVF&RCBOCDmrtn1outh-K8sdFoodn0'2O10-01'11#1 1/11/2010 11:42 AM ' ` ` ` x 2 '� '2' 4. �� 7 ' � � -, ' � � , ` �, ,, ` ' . ' . ' ! | | | } | | i | | | r- | i | | | ! � -- �-----� —f----�--�---- �O ' ' ' ' . . co | , ' -__ __ __- __-. � �~ / v-- �-`~ .2--e,7 � ' . , ! | � ' x��� ' -__--__- | ' -�_ �< � . . | ` | � | °, . r-- | " . � ' ---� -- -- -- L _ . �- ` ^� . ' �'3 i ' 7 | u] ' ��� � ��,^ c,..) I } | / F -- ' . / / / . | | | 1 1 � / | | / / ` ' ` / ! � / | � Y / � � | A . . ` ` ` { | | | ` ` | / | | ' / / . [] ) -- ) X - -- -- -- - --F r --- -- -- | | / | > | SAFE 12.0.0 Point Loads (DEAD) [kip, kip-ft] kip-ft pc - IS —o3 TVF &R CBOC Dartmouth - Mat Footing - 2010 -01 -11 #1 1/11/2010 11:42 AM .7 f I C7 l r I I 1 t y �' T} �. l i f r i • c f � w 7 i : i r 1 , ''' t* '-' -,:...- -.,-''',::! i y ` i E • yy C..) Y T ' 3 'tl `Y Y .1 I [ . 1 ' 4 • i l .l� _ I_ r I I I Y I A , i t i i I ; _ / 3 " I I I SAFE 12.0.0 Point Loads (LIVE) [kip, kip -ft] kip -ft ?Q I — 04 TVF&R CBOC Dartmouth - Mat Footing - 2010 -01 -11 #1 1/11/2010 11:42 AM , i 1 1 i I 1 i co ff c 't 3 '*1:1—:'''''+' A : a i>k:� 5, f a CJ N t J/ 15 �. f 1.4" t ( Y� k ' l� . �,' ', t `I I r � h e II$5 6 t +�.� 1 4 j }i 1 a 7 y , r ," L' 64 ' i+ ' k QM1 S Y t x F 1g y �' ' f , i f . v t r ' • b f j9 a t 1 I. { I ,•y� , 'J .. 2 1 1 a lrk.oa „tol - ;ri i_ V— mod- 1 ' F I 1 9 f , e� i t 3° _�_` F(__ I r _ r 1 ! , • 1 1 ( i , i ■ i (--- 1 Lx_ i 1 I SAFE 12.0.0 Point Loads (SNOW) [kip, kip -ft] kip -ft �� ` TVF&R CBOC Dartmouth - Mat Footing - 2010-01-11 #1 1/11/2010 11:42 AM � '� � ` , ` � � � 2 ��' ) � 3 ` 3�2 '�` �� ` ` ` / ' ' ' . \ | i | | / | � � / / , r ` . | | / | - '-_ _+ ^ ___ - __ ' __ - __ __ __ _- �� . ' . . ' -` | | oO | < --� -- -- -- -- -- - r ' i � . �� __ -_� __ __ - _ - __ � _- � / ! / . | | ) k� - F~7- . -�,��.\2- ', . L ~ _ � '' ---- --- . �� � V- -- - -� ^. | ) } y ` ` '' ''':.'r / � L _' t `; ' . ' .^ | : n] � . .. '__ . _� __ __ - ` __ � _ �� { | { | ` / ' ' / ' i ` ' ` ' / . . . ; | ! | . � � ' ' ' , / | , Y / | | | A . . . . ', > | | i � / | | | / �` . ' . ' �� [� - -- — » X — -- - -- ' -- -- -- --�\' --- - -- �— , | ! ■ / ( 1 SAFE 12.0.0 Point Loads (EQ) [kip, kip-ft] kip-ft ��~\ • TVF&R CBOC Dartmouth - Mat Footing - 2010-01-11 #1 1/11/2010 11:39 AM ! . , , '' ` _ `�`- ` '� `� ' �` ' ` . � � `�� �7/ � � ��) ��/ • . ! . '� � � ' � � `_, '/`' '- `` '�' ` • . ' 0.20 ' ` ' ' ` ' � � i | ' / / / | / 0.10 ' r` i | ! i | • O] .. . . . . 0 '����' OOO .-- � �� '� ' { | | \ ' :J | _1 | i i ! � -- -- ------ - ------ �J . | | | -010 ~ | / ` ` -- --f -- - -- -- _ ___ ` [ ' / | { 1 -� / | ! rgl __ � | Ny _� ' � . --- \ ( | L) . ___ ______ / ___' _ __� . ` -- i - - ) / 1. 01 _' . . . • ` | -U5O / �t � L ! | � -- -- -�-' | - - | �'^'` ! / - 0�8O «� ` - -- - -_ ` ``, ! | I � � . | / -- -- �-- -' | . i / / . . -l7O | ! | ! ! i | ! ' ` ' . | 0.80G v----F -l0O | \ | � | | ' | A ` ' . . ' | / | | | �l0O ` | | / / | --� :--- -- -� -- ' | | | / [ -- -- �— '' / . . | / | -1 .00 '1]O ( p��F_- .' en,__— '�= "i' SAFE 12.0.0 Soil Pressure Diagram - (ASDC) [kip/ft2] kip-ft TVF &R CBOC Dartmouth - Mat Footing - 2010 -01 -11 #1 1/11/2010 11:38 AM E -3 . . 600. ! I 500. I 0,.-.) 3 i __....._« W__ 400 ;, �.:. ms l i 6.Z v—<---F � ; . , ! 300 (_F: , ... ,, 1 200.,, • i l i r `\ - 100 p, O. I /- i _. i i A I I , I ( -100 4 • 1 i i - 200." ! i i - 300.x"= -400.. Y 4 1 #< A f i - 500.' i t I I >.X. __....3_.__. { ( , -600. k;: -700. ;• SAFE 12.0.0 Soil Pressure Diagram - (ASDT) [kip /ft2] kip-ft - Project By Sheet No rkereicfr Location Dote VI/oil/to, n ) Consulting Engineers Job No Client Revised Portland Oregon Date I-4 lig 1 3 ik k" - trzA - L4 4 1 L V p A . I 1 ) , 111 440 - . 4* 1 -4'-4- - r 'MA-1 . Tent, 2r.> 1.A_D fr- 1 F.IrcArr-- C- A- LeN ). e .,/ 0-1-1.- 1. t..x 4 , + i H- , x , V = V c- 6.0 (0.4. x ), =_ 1-1 8 ;i c = NAA et tit A. ,"s'`O‘' > ,•• c51f_ ACI 318 -05 Concrete Beam Analysis (Rectangular Section, Tensile Reinforcement): INPUT VARIABLES: Member Input — Reinforcement Yield Strength f = 60,000 psi T ' Concrete Compressive Strength f', = 4,000 psi Beam Width b„, = 12.00 in. Beam Height h = 10.00 in. Clear Cover to Stirrup CLR = 4.19 in. d h Flexural Rebar # (U.S.) Bar # = 5 O Quantity of Flexural Bars # of Flex = 1.000 bars Shear Stirrup # (U.S.) Bar # = 4 V Shear Stirrup # of Legs # Legs = 0 legs 1 ® © ® ' Shear Stirrup Spacing SSH PROV = 12.0 in. ANALYSIS VARIABLES: C LR 1 —b - � Reinforcement Ratio Checks ACI 318 -05 Reference Factor 13 Vol = 0.85 10.2.7.3 Provided Area of Tension Reinf. AS,FLEX = 0.31 in Minimum Tension Reinf. Ratio AMIN = 0.0033 ok 10.5.1 Provided Tension Reinf. Ratio p = 0.0051 Maximum Tension Reinf. Ratio A MAX = 0.0206 ok 10.3.5 Flexural Strength Min. Bar Spacing SFL MIN = 1.6 in. #DIV /0! 7.6 Provided Bar Spacing SFL PROV = #DIV /0! in. Max. Bar Spacing SFL MAX = 3.3 in. #DIV /0! 10.6.4 Depth to Tensile Reinforcement d = 5.00 in. ok Strength Reduction Factor OFLeX = 0.900. 9.3.2 Design Strength 4 Mn = 6;59 kip -ft 10.2 Shear Strength Minimum Area of Shear Reinf. A S,SHMIN = 0.12 in Not Enough Shear Reinf. 11.5.5.3 Provided Area of Shear Reinf. A S, SH = 0.00 i n Minimum Stirrup Spacing s SH MIN = 1.0 in. ok 7.6 Provided Stirrup Spacing S SH PRov = 12.0. in. Maximum Stirrup Spacing S sH MAX = 2:50. in Spacing Too Large 11.5 Strength Reduction Factor SHEAR = ,0.75 9.3.2.3 Design Shear Strength (Conc.) 0 V, = 6, . kips 11.3.2 Design Shear Strength (Reinf.) 0 V = 0 kips 11.5 Design Shear Strength (Total) V„ = 5.69 kips 11.1.1 • ■ Project --- \,) F gii .12._ i By ........... Sheet No. 9 ":"1-triV,:itir, Location Dole otice)// c) - 19 - OI . ,?.141d Consulting Engineers Job No Client Revised Portland Oregon Dote . 1: k it trqg file 741•J /K -r c... ■ sr- .- . , ... • - ..C - E -1 -eT7?-- -- I G, troll 1 hsor — tA-Is...., -r : -,--- I ,., .. .. I ... ' td3 3 " 7 " - 0 - 1111f/1111111MM , i . 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AT JOA lj �� -7 no,�Ex rTO ^ d VP , ADJACENT TD 1 Q ',i 1 © 0 © 1IElwle.eI © © El wzl�e 0 0 =C W Q dt 0 OEM 0 0 = Q w D IL '' IIIJ b rE I I 1 1 1 1 1 1 1 1 1 1 1 N i i4 Beam Analysis - Uniformly Distributed Load: 4130 _ 2-1-03 W W W v W v v v v v W v 4 t INPUT VARIABLES: Member Deflection Criteria Beam Length L= 21.00 ft Dead Load L/ 360 AMAX = 2.00 in. Loads Live Load L / _ 480 Uniformly Dist Dead Load w = 0.145 klf AMAX = 2.00 in. Uniformly Dist Live Load wt = 0.000 klf Snow Load L / _ 480 • Uniformly Dist Snow Load w = 0.125 klf d Mnx = 2.00 in. Dead + Live + Snow Loads L/ 360 AMAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D M 'RFo-i = 11.19 kip -ft LRFD: 1.2D +1.6L +0.5S Mu+Fa2 = ! 13.04 kip -ft LRFD: 1.2D + 0.5L + 1.6S M LRFD-3 = 20.62 kip -ft ASD: D + L + S MAsp = 14.88 kip -ft Shear LRFD: 1.4D VLRFD•1 = 2:13 r. kips LRFD: 1.2D + 1.6L + 0.5S V LRFD-2 = 2.48. kips LRFD: 1.20 + 0.5L + 1.6S V uRF0.3 = 3.93 kips ASD: D + L + S VASD = 2.84 kips Deflection Dead Load El Km = 0.91 ; (10) k -in Live Load El REQ = 0.00 . (10) k -in Snow Load El REQ = 104 (10) k -in 2 Dead + Live + Snow Loads El REQ = 1.69 (10) k -in LRFD Summary ASD Summary Maximum Moment MURFD = 20.62 kip -ft Maximum Moment M = 14.88 kip -ft Maximum Shear V uiFV = 3.93 : kips Maximum Shear V Aso = 2 84 kips El Required El REQ = 169 (10) k - in 2 El Required El REQ = 1.69 (10) k -in = '1687.82. (10) Ib-in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx 0 --e AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section wi4x22 v Applied Loads Eff. Col. Length (X -X) Lx = It Ultimate Moment (X -X) M „ = 21.00 kip -ft Eff. Col. Length (Y -Y) L y = 10.50 ft Ultimate Moment (Y -Y) M „ = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V „ = 4.00 kips Eff. Col. Length Fact. (Y -Y) K y = 1.00 Ulitmate Shear (Y -Y) V „ = 0.00 kips Bending Coefficient Cb = 1.00 Ultimate Axial P„ = -30 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A = 6.49. in Resistance Factor for Yielding 0 = 0.90 Depth d = 13.70 in. Lat. Unbraced Length (UBL) Lb = 126 in. Flange Width b , = 5.00 in. Limit. Lat. UBL for Full Plastic L = 44 in. Flange Thickness t, = ' 0.23 in. Limit. Lat. UBL for Inelastic L, = 102 in. Web Thickness t = 0.23 in. Plastic Bending Moment (X -X) Mpx = 138 kip -ft Flange -to- Fillet Dimension k = 0.74 in. Plastic Bending Moment (Y -Y) M = 18 kip -ft Unit Weigth w = 22.00 plf LTB Moment Strength (X -X) yMn,LTB = 75 kip -ft Moment of Inertia (X -X) / = 199.00 in Moment of Inertia (Y -Y) / = .7.00 in Local Buckling Analysis Elastic Section Modulus (X -X) S = 29.00 in Flange Width- Thickness Ratio b = 10.87. in./in. Elastic Section Modulus (Y -Y) S = 2.80 in Web Width - Thickenss Ratio h/t„. = 53.17, infn. Plastic Section Modulus (X -X) Z = . ' 3326 in Flange Slend. Lim. for Compact A P, = 9.19: Plastic Section Modulus (Y -Y) Z = 4.39':. in Flange Slend. Lim. for Noncomp. A„ = , 22.29; Radius of Gyration (X -X) r = 5.54 in. Web Slend. Lim. for Compact A, = 90.51,,. Radius of Gyration (Y -Y) r = '1.04 in Web Slend. Lim. for Noncomp. A = '137. Polar Moment of Inertia .1= 0.2. - in FLB Moment Strength (X -X) OM nXFLB = '242:': kip -ft Warping Constant C. = ' '314': in WLB Moment Strength (X -X) 0114„,,,,,, = , 125.`: kip -ft Beam Buckling Factor X = 1,600.00 Beam Buckling Factor X2 = 0.02780 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90.: Shear Analysis Column Slenderness Parameter A, = . 1.60 Shear Strength (X -X) 0 V„ X = 85. • kips Axial Compressive Strength 0P„, = 100 kips Shear Strength (Y -Y) 0 V „ = 62. kips Axial Tensile Strength 0 „, = 292 kips Capacities Summary Stiffness Summary Moment Strength (X -X) OM„„ = 75 ' kip -ft Stiffness (X -X) El = 5.77' (10) kip -in Moment Strength (Y -Y) 0M = 16 kip-ft Stiffness (Y -Y) El = 0.20, (10) kip -in Axial Compressive Strength 0P„, = ' 100 kips Axial Tensile Strength 0P „, = 292 kips Shear Strength (X -X) 0 V„ X = 85 ` kips Shear Strength (Y -Y) 0 V ny = 62 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= 0.55' .ok Shear Ratio (X -X) VN= 0.05- , ok , Shear Ratio (Y -Y) VN = 0.00 ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls • Beam Analysis - Uniformly Distributed Load: 40 iCiI210 WD, W` Ws v v v v v v y v 4 v INPUT VARIABLES: Member Deflection Criteria Beam Length L = 34.50 ft Dead Load L/ 360 d MAN = 2.00 in. Loads Live Load L / _ 480 Uniformly Dist Dead Load wp = 0.174 klf dMax = 2.00 in. Uniformly Dist Live Load w = 0.000 klf Snow Load L/ 480 Uniformly Dist Snow Load w = 0.150 klf dMAX = 2.00 in. Dead + Live + Snow Loads L / 360 d MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D MLRFDI = 36.24. kip -ft LRFD: 1.2D + 1.6L + 0.55 M LRF62 = 42.22.. kip -ft LRFD: 1.2D + 0.5L + 1.6S M LRF63 = 66.77 kip -ft ASD: D + L + S MASD = 48.21 kip -ft Shear LRFD: 1.4D V ueFo-1 = 4.20 kips LRFD: 1.2D +1.61 +0.55 VLRF62 = 4.90 kips LRFD: 1.2D + 0.5L + 1.65 V LRF63 = 7:74 kips ASD: D +L +S V Aso = 5.59 kips Deflection Dead Load EI REQ = 4.82 (10) k -in Live Load El REQ = 0. (10) k -in Snow Load El REQ = 5.54. (10) k -in Dead + Live + Snow Loads El REQ = 8.98 (10) k -in LRFD Summary ASD Summary Maximum Moment Mu1FD = 66.77 kip -ft Maximum Moment MAsp = 48.21 kip -ft Maximum Shear VLRFD = 7.74 • kips Maximum Shear V AsD = 5.59 kips El Required El REQ = g,98 (10) k -in2 0 Required El REQ = 898 ; (10) k -in = 8980.61 (10)6 Ib-in2 Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx ® A 420 AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section w14x22 ) v Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) M„ = 67.00 kip -ft Eff. Col. Length (Y -Y) L y = 8.63 ft Ultimate Moment (Y -Y) M„ = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V = 8.00 kips Eff. Col. Length Fact. (Y -Y) K y = 1.00 Ulitmate Shear (Y -Y) V„ = 0.00 kips Bending Coefficient Cb = 1.00 Ultimate Axial P. = -35 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A= 6.49 in Resistance Factor for Yielding 0 = 0.90 Depth d= 13.70 in. Lat. Unbraced Length (UBL) L b = 104 in. Flange Width b r = . 5.00. in. Limit. Lat. UBL for Full Plastic L. = 44 in. Flange Thickness t = 0.23 in. Limit. Lat. UBL for Inelastic L, = 102 in. Web Thickness t„. = 0.23 in. Plastic Bending Moment (X -X) MN( = 138 kip -ft ' Flange -to- Fillet Dimension k= 0.74 in. Plastic Bending Moment (Y -Y) M = 18 kip -ft Unit Weigth w = 22.00 plf LTB Moment Strength (X -X) 0M„xLTB = 106 kip -ft Moment of Inertia (X -X) I = 199.00 in Moment of Inertia (Y -Y) I, = 7.00 in" Local Buckling Analysis Elastic Section Modulus (X -X) S. = .1 29.00 in Flange Width- Thickness Ratio b = 10.87 in.ln. Elastic Section Modulus (Y -Y) Sy = 2.80 in Web Width - Thickenss Ratio h /t„, = 53.17 in. /in. Plastic Section Modulus (X -X) Z. = . 33.20 in Flange Slend. Lim. for Compact AP, = 9.19 Plastic Section Modulus (Y -Y) Z = 4.39 in Flange Slend. Lim. for Noncomp. A = 22.29 Radius of Gyration (X -X) r = .5.54 in. Web Slend. Lim. for Compact A„„, = 90.51 Radius of Gyration (Y -Y) r = 1.04 ' . in. Web Slend. Lim. for Noncomp. 2 p = 137.18 Polar Moment of Inertia J = 02: in FLB Moment Strength (X -X) 0 M,,,,.FLB = 242, kip -ft Warping Constant C„, = 314 .. _ in WLB Moment Strength (X -X) OM„xwLB = 125 kip -ft Beam Buckling Factor X, = 1 ,600.00 : Beam Buckling Factor X2 = 0.02780 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter 2 . = 1.32,. Shear Strength (X -X) 0V„ = - '85 kips Axial Compressive Strength 0P „, = 142. kips Shear Strength (Y -Y) 01/„ = 62 kips Axial Tensile Strength OP = 292 kips Capacities Summary Stiffness Summary Moment Strength (X -X) 0 MnxFLB = - , 106 " kip -ft Stiffness (X -X) El = 5.77 (10) kip -in Moment Strength (Y -Y) 0M „,FLe = - 16 kip -ft Stiffness (Y -Y) El = 0.20 (10) kip -in Axial Compressive Strength 0P „, = 142 kips Axial Tensile Strength 0P„, = 292,;. kips Shear Strength (X -X) 01/ = 85. kips Shear Strength (Y -Y) 4 V = 62: kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= ; 0.81 ok Shear Ratio (X -X) VN = 0.09 ok `. Shear Ratio (Y -Y) VN = 0.00 ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06.05- 07).xlsx.xls Beam Analysis - Uniformly Distributed Load: w w w vv v v v v v y v 4 INPUT VARIABLES: Member Deflection Criteria Beam Length L = 25.20 ft Dead Load L / 360 d MAX = 2.00 in. Loads Live Load L/ 480 Uniformly Dist Dead Load wp = 0.174 klf d Max = 2.00 in. Uniformly Dist Live Load w = 0.000 klf Snow Load L/ 480 Uniformly Dist Snow Load w = 0.150 klf d MAX = 2.00 in. Dead + Live + Snow Loads L / _ 360 d MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D M LRFo-I = 1934 kip-ft LRFD: 1.2D + 1.6L + 0.55 M LRFD-2 = 22.53 kip -ft LRFD: 1.2D + 0.5L + 1.6S M LRFD-3 = .. 35.63: kip -ft ASD: D + L + S M Asp = 25.72 kip -ft Shear LRFD: 1.4D V LRF61 = 3.07 kips LRFD: 1.2D + 1.6L + 0.55 V tRFa2 = 3.58 kips LRFD: 1.2D + 0.5L + 1.6S VLRFp.3 = 5.65:.? kips ASD: D+ L + S VAsp = 4.08 kips Deflection Dead Load EI REQ = 1.88 (10) k -in Live Load El REQ = 0.00 (10) k -in Snow Load El REQ = 2.16 (10) k -in Dead + Live + Snow Loads El REQ = 3.50 (10) k-in 2 LRFD Summary ASD Summary Maximum Moment MUM) = 35.63 kip -ft Maximum Moment M ,asp = 25.72; kip -ft Maximum Shear VLRFD = 5.65 kips Maximum Shear VASo = 4.08 ' kips El Required EI REQ = 350 (10) k -in El Required El REQ = 350 ,' (10) k -in Z = 3499.86 (10) lb -in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx z- I -- t-S 0 AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section f w14x22 I v I Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) M„x = 36.00 kip -ft Eff. Col. Length (Y -Y) L y = 12.60 ft Ultimate Moment (Y -Y) M = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V„ = 6.00 kips Eff. Col. Length Fact. (Y -Y) K y = 1.00 Ulitmate Shear (Y -Y) V„ = 0.00 kips Bending Coefficient C = 1.00 Ultimate Axial P„ = -26 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member.Section Properties Lateral Torsional Buckling Analysis Area A = 6.49 in Resistance Factor for Yielding •0 = 0.90 Depth d = 13.70 in. Lat. Unbraced Length (UBL) L = 151 in. Flange Width b, = 5.00 in. Limit. Lat. UBL for Full Plastic L,, = 44 in. Flange Thickness t, = 0.23 in. Limit. Lat. UBL for Inelastic L, = 102 in. Web Thickness t„, = 0.23 in. Plastic Bending Moment (X -X) Mvx = 138 kip -ft Flange -to- Fillet Dimension k = 0.74 in. Plastic Bending Moment (Y -Y) M = 18 kip -ft Unit Weigth w = 22.00 plf LTB Moment Strength (X -X) 0 M„ x LTB = 56 kip -ft Moment of Inertia (X -X) Ix = 199.00 in Moment of Inertia (Y -Y) /y = 7.00 in Local Buckling Analysis Elastic Section Modulus (X -X) S = 29.00 in Flange Width- Thickness Ratio b,/t, = 10.87 in. /in. Elastic Section Modulus (Y -Y) S = 2.80 in Web Width - Thickenss Ratio h/t,,. = 53.17 in.fin. Plastic Section Modulus (X -X) Z = 33.20 in Flange Slend. Lim. for Compact Apt = 9.19 Plastic Section Modulus (Y -Y) Z = 4.39 in Flange Slend. Um. for Noncomp. A.„, = 22.29 Radius of Gyration (X -X) r, = 5.54 in. Web Slend. Um. for Compact A = 90.51 Radius of Gyration (Y -Y) r = 1.04 in. Web Slend. Lim. for Noncomp. A. = 137.18 Polar Moment of Inertia J = 0.2 in' FLB Moment Strength (X -X) 0M„XFr.B = 242 kip -ft Warping Constant C,,. = 314 in WLB Moment Strength (X -X) OM = 125 kip -ft Beam Buckling Factor X, = 1,600.00 Beam Buckling Factor X2 = 0.02780 Axial Analysis Resist. Fact. for Comp. Buckling m = 0.90 Shear Analysis Column Slenderness Parameter A, = 1.92 Shear Strength (X -X) 0 V„, = 85 kips Axial Compressive Strength OP„ = 69 kips Shear Strength (Y -Y) 0 V „,, = 62 kips Axial Tensile Strength ¢P,,, = 292 kips Capacities Summary Stiffness Summary Moment Strength (X -X) 0M„, = 56 kip -ft Stiffness (X -X) El = 5.77 (10) kip -in Moment Strength (Y -Y) 0M = 16 kip -ft Stiffness (Y -Y) El y = 0.20 (10) kip -in Axial Compressive Strength OP„ = 69 kips Axial Tensile Strength ¢P,,, = 292 kips Shear Strength (X -X) 01/„„ = 85 kips Shear Strength (Y -Y) 0 V „ = 62 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= 0.95 ok Shear Ratio (X -X) VN = 0.07 ok Shear Ratio (Y -Y) VN = 0.00 ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls Beam Analysis - Uniformly Distributed Load: f (� w 6, w W v v v y v W v v v A INPUT VARIABLES: Member Deflection Criteria Beam Length L = 27.20 ft Dead Load 1/ 360 L MAX = 2.00 in. Loads Live Load L / _ 480 Uniformly Dist Dead Load W o = 0.131 klf d MAX = 2.00 in. Uniformly Dist Live Load w = 0.000 klf Snow Load L /_ 480 Uniformly Dist Snow Load w = 0.113 klf d MAX = 2.00 in. Dead + Live + Snow Loads L / _ 360 d MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D MLRfD -1 = 16.90. kip -ft LRFD: 1.2D + 1.6L + 0.5S M LRFD.2 _ .. 19:68, ; kip -ft LRFD: 1.2D + 0.5L+ 1.6S M urfo3 = 31.13 kip -ft ASD: D + L + 5 M A50 = 22A7 kip -ft Shear LRFD: 1.4D V LRFD-1 = 2.48 .. kips LRFD: 1.2D +1.6L +0.5S VLRFp.2 = . 2:89 kips LRFD: 1.2D + 0.5L + 1.65 Vu+FD -3 = . 4.58 kips ASD: D + L + S V Aso = 3.30 kips Deflection Dead Load El REQ = 1.77 (10) k -in Live Load El REQ = 0.00 (10) k -in Snow Load El REQ = 2.04 (10) k -in Dead + Live + Snow Loads El REQ = 3.30 (10) k -in LRFD Summary ASD Summary Maximum Moment M LRFD = 31.13 kip -ft Maximum Moment MA50 = 22.47. kip -ft Maximum Shear V uFO = 4.58 kips Maximum Shear V Aso i , 3.30 kips r;' 41 6 2 6 2 • El Required El REQ 3 . 3 0 3 (10) k -in = 3300.78 (10) -in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx - Z i --4 !) (..S.) .?V AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section [i4x22 1 v I Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) M = 31.00 kip -ft Eff. Col. Length (Y -Y) L y = 12.60 ft Ultimate Moment (Y -Y) M „Y = 0.00 kip -ft Elf. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V = 5.00 kips Eff. Col. Length Fact. (Y -Y) K y = 1.00 Ulitmate Shear (Y -Y) V„ = 0.00 kips Bending Coefficient Cb = 1.00 Ultimate Axial P„ = -33 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A = . 6.49 in Resistance Factor for Yielding 0 = 0.90 Depth d = 13.70 in. Lat. Unbraced Length (UBL) L b = 151 in. Flange Width b = ' 5.00 in Limit. tat. UBL for Full Plastic L„ = 44 in Flange Thickness t = 0.23 in. Limit. Lat. UBL for Inelastic L, = 102 in. Web Thickness t„. = 0.23 in. Plastic Bending Moment (X -X) Mpx = 138 kip -ft Flange -to- Fillet Dimension k = 0.74 : in. Plastic Bending Moment (Y -Y) M = 18 kip -ft Unit Weigth w = 22.00 plf LTB Moment Strength (X -X) OM iiLTe = 56 kip -ft Moment of Inertia (X -X) /, = 199.00 in" Moment of Inertia (Y -Y) / = 7:00. in Local Buckling Analysis Elastic Section Modulus (X -X) S, = 29.00 in Flange Width- Thickness Ratio b = 10.87 in. /in. Elastic Section Modulus (Y -Y) S = 2.80;': in Web Width- Thickenss Ratio h/t„, = 53.17:. in. /in. Plastic Section Modulus (X -X) Z, = 3320 i in Flange Slend. Lim. for Compact Apr = . 9.19 Plastic Section Modulus (Y -Y) Z,, = 429 . in Flange Slend. Lim. for Noncomp. A = 22.29'" Radius of Gyration (X -X) r, = 5.54 in. Web Slend. Lim. for Compact A = 90.51 s Radius of Gyration (Y -Y) r = 1.04; ; in. Web Slend. Lim. for Noncomp. A = .. 137.18 Polar Moment of Inertia J = 0.2. in FLB Moment Strength (X -X) OMn,FLB = 242 kip -ft Warping Constant C„. = 314 "„ in WLB Moment Strength (X -X) 0M nxWLe = 125 kip -ft Beam Buckling Factor X = 1,600.00 Beam Buckling Factor X = 0.02 780. Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter A, = 1.92 Shear Strength (X -X) ;Wm = 85 s;: kips Axial Compressive Strength 41P. = - 69 kips Shear Strength (Y -Y) 0V = 62 . kips Axial Tensile Strength 0P = 292 kips Capacities Summary Stiffness Summary Moment Strength (X -X) OM n,FLa = 56 , ; kip -ft Stiffness (X -X) El = 5.77 (10) kip -in Moment Strength (Y -Y) OM n,FLB = 16 kip -ft Stiffness (Y -Y) El y = 0.20 (10) kip -in Axial Compressive Strength OP„ = 69 '. kips Axial Tensile Strength OP tit = 292 kips Shear Strength (X -X) 0 V,,, = 85 kips Shear Strength (Y -Y) 0 V,, = 62 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= , 027 ok Shear Ratio (X -X) VN = 0.06 ok Shear Ratio (Y -Y) VN = 0.00 .. ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls Beam Analysis - Uniformly Distributed Load: ( (� WD. W W v V V V v v V V W 4 INPUT VARIABLES: Member Deflection Criteria Beam Length L = 21.00 ft Dead Load L/ 360 A MAX = 2.00 in. Loads Live Load L / _ ^ 480 Uniformly Dist Dead Load w D = 0.275 klf A Mac = 2.00 in. Uniformly Dist Live Load w i = 0.400 klf Snow Load L / _ 480 Uniformly Dist Snow Load W = 0.113 klf AMAK = 2.00 in. Dead + Live + Snow Loads L / _ 360 A MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D MuzFDa2 = 21.18 kip -ft LRFD: 1.2D + 1.6L + 0.5S Mu+FO2 = 56:54 kip -ft LRFD: 1.2D + 0.5L + 1.6S M LRFD-3 = 39.11 kip-ft 0.5L + 0.55 M LRFD-3 = 3 8 kip -f ASD: D +L +S MAsD = 43.38 kip -ft Shear LRFD: 1.4D V LRFD) = 4.04 kips LRFD: 1.2D +1.6L +0.5S VLRFD.2 = 10.77 kips LRFD: 1.2D + 0.5L + 1.65 V LRFD -3 = 7.45 kips LRFD: 1.2D + 0.5L + 0.55 VaFD- = 6: ki '~ - ASD: D +L +5 VMD = 8.26 kips Deflection Dead Load EI RE Q = 1.72' `; (i0) k -in Live Load E ► REQ = 3.33 .. ' . (10) 6 k -in Snow Load El REQ = 0.94 (10) k -in Dead + Live + Snow Loads El REQ = 4,92 (10) k -in LRFD Summary ASD Summary Maximum Moment M LRF = -+ 56 54' -ft Maximum Moment MMMD = 43 38 ' kip - Maximum Shear VMFD 0 ;'f' ' kips Maximum Shear V Aso = 826 f -: kips El Required El REQ = 4.9 10) k -in El Required El REQ = 4.92 (10) k -in = 4919.67 (10) -in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx ' 0D t iC 5 _. Th _.-- AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section W14X22 Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) Mot = 33.00 kip-ft Eff. Col. Length (Y -Y) L y = 10.50 ft Ultimate Moment (Y -Y) M„y = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) Vpx = 7.00 kips Eft. Col. Length Fact. (Y -Y) K = 1.00 Ulitmate Shear (Y -Y) Vpy = 0.00 kips Bending Coefficient C = 1.00 Ultimate Axial P = -46 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A = 6.49 in Resistance Factor for Yielding 0 = 0.90 Depth d = 13.70 in. Lat. Unbraced Length (UBL) L b = 126 in. Flange Width b, = 5.00 in. Limit. Lat. UBL for Full Plastic L,, = 44 in. Flange Thickness t, = 0.23 in. Limit. Lat. UBL for Inelastic L, = 102 in. Web Thickness t,,. = 0.23 in. Plastic Bending Moment (X -X) M = 138 kip -ft Flange -to- Fillet Dimension k= 0.74 in. Plastic Bending Moment (Y -Y) M = 18 kip -ft Unit Weigth w = 22.00 plf LTB Moment Strength (X -X) OMnXLre = 75 kip -ft Moment of Inertia (X -X) I = 199.00 in Moment of Inertia (Y -Y) l = 7.00 in" Local Buckling Analysis Elastic Section Modulus (X -X) S, = 29.00 in Flange Width- Thickness Ratio b, /t, = 10.87 in. /in. Elastic Section Modulus (Y -Y) S = 2.80 in Web Width - Thickenss Ratio h /t„ = 53.17 in. /in. Plastic Section Modulus (X -X) Z, = 33.20 in Flange Slend. Lim. for Compact A = 9.19 Plastic Section Modulus (Y -Y) Z = 4.39 in Flange Slend. Lim. for Noncomp. A = 22.29 Radius of Gyration (X -X) r, = 5.54 in. Web Slend. Um. for Compact A p„. = 90.51 Radius of Gyration (Y -Y) r = 1.04 in. Web Slend. Lim. for Noncomp. A = 137.18 Polar Moment of Inertia J = 0.2 in FLB Moment Strength (X -X) 0 MnxFLB = 242 kip -ft Warping Constant C w = 314 in WLB Moment Strength (X -X) OM nx yyLB = 125 kip -ft Beam Buckling Factor X, = 1,600.00 Beam Buckling Factor X = 0.02780 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter A, = 1.60 Shear Strength (X -X) 0V = 85 kips Axial Compressive Strength f$Ppp = 100 kips Shear Strength (Y -Y) O V = 62 kips Axial Tensile Strength OP.! = 292 kips Capacities Summary Stiffness Summary Moment Strength (X -X) OMpxFLB = 75 kip -ft Stiffness (X -X) El = 5.77 (10) kip -in Moment Strength (Y -Y) 0Mp = 16 kip -ft Stiffness (Y -Y) El = 0.20 (10) kip -in Axial Compressive Strength OP,, = 100 kips Axial Tensile Strength OP = 292 kips Shear Strength (X -X) ,j/V = 85 kips Shear Strength (Y -Y) 0 Vp = 62 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= 0.85 ok Shear Ratio (X -X) VN = 0.08 ok Shear Ratio (Y -Y) VN = 0.00 ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls 1 -z i Beam Analysis - Uniformly Distributed Load: 6d W d W v W s v f v y v v v v v • 4 INPUT VARIABLES: Member Deflection Criteria Beam Length L= 34.50 ft Dead Load L/ 360 d MAX = 2.00 in. Loads Live Load L/ 480 Uniformly Dist Dead Load w D = 0.275 klf d MAX = 2.00 in. Uniformly Dist Live Load w = 0.400 klf Snow Load L/ 480 Uniformly Dist Snow Load w = 0.000 klf d MAx = 2.00 in. Dead + Live + Snow Loads L/ 360 A MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D MLRF/31 = 57.18 .kip -ft LRFD: 1.2D + 1.6L + 0.5S M LRF62 = ; 144.23 kip -ft LRFD: 1.2D + 0.5L + 1.6S M LRFD-3 = 78.76 kip -ft ' • FD: 1.2D + 0.5L + 0.5S M LRFD-3 = . 78.76 _ ip -ft ASD: D + L + S MASO = 100.35 kip -ft Shear LRFD: 1.4D V LRFD -1 = 6.63 kips LRFD: 1.2D + 1.6L + 0.5S V wFD.2 = 16.72 kips LRFD:1.2D +0.5L +1.65 V . . 9:13 ' kips RFD: 1.2D + 0.5L + O.5S V usD-3 = 9.13 kips ASD: D + L + S VAso = 11.64 ' kips Deflection Dead Load EI Rua = . 7.61 (10) k -in Live Load El REQ = 14:78 (10) k-in Snow Load EIREQ = 6.38 (10) k-in 2 Dead + Live + Snow Loads El REQ = 18.70 (10) k-in LRFD Summary ASD Summary Maximum Moment M IRED = 144.23 kip -ft Maximum Moment MASD = . 100 kip -ft Maximum Shear V,RFD = 16.72: kips Maximum Shear VAso = 11.64 kips El Required El R EQ = 18.70 (10) k-in El Required El REQ = 18.70 (10) k-in = 18695.76 (10) -in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx 41 0 )(D) -21 -..2 i - I Et AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section [wi6x31 V Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) M „ = 79.00 kip -ft Eft. Col. Length (Y -Y) L y = 8.63 ft Ultimate Moment (Y -Y) M = 0.00 kip -ft Eft. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V „ = 10.00 kips Eff. Col. Length Fact. (Y -Y) K = 1.00 Utitmate Shear (Y -Y) V „ = 0.00 kips i Bending Coefficient Cb = 1.00 Ultimate Axial P„ = -54 kips 1 Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A = 9.13 in Resistance Factor for Yielding 0 = 0.90 Depth d = 15.90 in. Lat. Unbraced Length (UBL) L b = 104 in. Flange Width b = .5.53 in. Limit. Lat. UBL for Full Plastic L„ = " 50 in. Flange Thickness t, = 0.28 in. Limit. Lat. UBL for Inelastic L, = 116 in. Web Thickness t„, = 0.28 in. Plastic Bending Moment (X -X) M = 225 kip -ft Flange -to- Fillet Dimension k = 0.84 in. Plastic Bending Moment (Y -Y) M = 29 kip -ft Unit Weigth w = 31.00 plf LTB Moment Strength (X -X) OM = 153 kip -ft Moment of Inertia (X -X) 1, = . 375.00 in Moment of Inertia (Y -Y) I , = 12.40 in Local Buckling Analysis Elastic Section Modulus (X -X) S„ = 47.20 in Flange Width- Thickness Ratio b /t, = 10.05.' in. /in. Elastic Section Modulus (Y -Y) S = 4.49 in Web Width - Thickenss Ratio h /t,,, = . 5.1.69 in. /n. Plastic Section Modulus (X -X) Z, = 54.00 in Flange Slend. Lim. for Compact )Pr = 9.19 Plastic Section Modulus (Y -Y) Z = 7.03 in Flange Slend. Lim. for Noncomp. A,,, = 2229 Radius of Gyration (X -X) r, = 6.41 in. Web Slend. Lim. for Compact A,,,,. = 90.51 Radius of Gyration (Y -Y) r = 1.17 in. Web Slend. Lim. for Noncomp. A = 137:18 Polar Moment of Inertia J = 0.5. in FLB Moment Strength (X -X) OM nxFLB = ' 301 kip -ft Warping Constant C = .739 in WLB Moment Strength (X -X) OM„,rwie = 203 kip -ft Beam Buckling Factor X = 1,740.00 Beam Buckling Factor X2 = 0.01990 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter A = 1.17 Shear Strength (X -X) 0 V„, = 118 kips Axial Compressive Strength Pin = 232 kips Shear Strength (Y -Y) o V „,, = 82 ' kips Axial Tensile Strength PP„, = 411 kips Capacities Summary Stiffness Summary Moment Strength (X -X) OM = 153 kip -ft Stiffness (X -X) El = 10.88 (10) kip -in Moment Strength (Y -Y) rOMnyF.B = 26 °` kip -ft Stiffness (Y -Y) El y = 0:36 (10) kip -in Axial Compressive Strength OP „, = .'232 . kips Axial Tensile Strength OP „, = 411 kips Shear Strength (X -X) 0 V nx = ' -118 kips Shear Strength (Y -Y) 0 V„ = 82' kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P/P +M/M= 0.69. ok Shear Ratio (X -X) VN= 0.08 ok Shear Ratio (Y -Y) VN = , 0.00: - ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls - 2-1 1 S Beam Analysis - Uniformly Distributed Load: wa wv ws V V V V V V V v V A INPUT VARIABLES: Member Deflection Criteria Beam Length L = 25.20 ft Dead Load L/ ` 360 d MAX = 2.00 in. Loads Live Load L / 480 Uniformly Dist Dead Load w D = 0.366 klf d MAX = 2.00 in. Uniformly Dist Live Load w = 0.480 klf Snow Load L/ 480 Uniformly Dist Snow Load w = 0.000 klf Li MAR = 2.00 in. Dead + Live + Snow Loads L / 360 A MAX = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D M LRFD-1 = 40.67 kip -ft LRFD: 1.2D + 1.6L + 0.55 M, FD-2 = 95.83 kip-ft LRFD: 1.2D + 0.5L + 1.6S M = 53.91 kip-ft LRFD: 1.2D +0.5L +0.5S M uRFo-3 = : 53.91 kip -ft ASD: D + L + 5 M ASD = 67.16. kip -ft Shear LRFD: 1.4D V LRFD-1 = 6.46 kips LRFD: 1.2D + 1.6L + 0.55 V 1RFo-2 = 15:21: kips LRFD: 1.2D + 0.5L + 1.6S VLRFo-3 856; kips LRFD: 1.2D + 0.5L + 0.5S VLRFD.3 = 8:56: ' kips ASD: D +L +S VAsp = 10.66 kips Deflection Dead Load EI REQ = 3.95 : (10) k -in Live Load El REQ = 6.91 (10) k -in Z Snow Load El REQ = 2.18'. (10) k -in Dead + Live + Snow Loads El REQ = 9.14 (10) k-in LRFD Summary ASD Summary Maximum Moment M LRFD = 95.83 kip -ft Maximum Moment M Aso = 67:16 kip -ft Maximum Shear VLRFD = 15.21 kips Maximum Shear VASD = 10.66 kips E1 Required El RED = 9.14 (10) k -in El Required El RED = 9.14 (10) k-in = 9138.52 (10) lb-in Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx - Z► AISC LRFD Beam - Column Interaction Analysis: (W, HSS, & Pipe Sections) INPUT VARIABLES: Member Input AISC Member Section ITN16X31 O Applied Loads Elf. Col. Length (X -X) L x = ft Ultimate Moment (X -X) M „ = 54.00 kip -ft Elf. Col. Length (Y -Y) L y = 12.60 ft Ultimate Moment (Y -Y) M „Y = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V „ = 9.00 kips Eff. Col. Length Fact. (Y -Y) K Y = 1.00 Ulitmate Shear (Y -Y) V „Y = 0.00 kips Bending Coefficient C = 1.00 Ultimate Axial P„ = -60 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A = 9.13 in Resistance Factor for Yielding 0 = 0.90 Depth d = 15.90 in. Lat. Unbraced Length (UBL) L P 9 ( ) b = : 151 in. Flange Width b, = 5.53. - ' in. Limit. Lat. UBL for Full Plastic L p = 50. in. Flange Thickness 1, = 0.28 in. Limit. Lat. UBL for Inelastic L, = 116 in. Web Thickness t,„ = 0.28 in. Plastic Bending Moment (X -X) Mpx = 225 kip -ft Flange -to- Fillet Dimension k = 0.84 in. Plastic Bending Moment (Y -Y) M P Y = 29 kip -ft Unit Weigth w = 31.00 plf LTB Moment Strength (X -X) OM „,«B = 112 kip -ft Moment of Inertia (X -X) I x = 375.00. in' Moment of Inertia (Y -Y) l y = `:12 in" Local Buckling Analysis Elastic Section Modulus (X -X) S, = 47 • in Flange Width- Thickness Ratio b,A, = 10.05 in. /in. Elastic Section Modulus (Y -Y) S = 4.49 in Web Width - Thickenss Ratio hit u , = 51.69., in./in. Plastic Section Modulus (X -X) Z, = 54.00 " in Flange Slend. Lim. for Compact AP, = 9:19 . Plastic Section Modulus (Y -Y) Z. = 7.03,., in Flange Slend. Lim. for Noncomp. A„ _ •• 2229 Radius of Gyration (X -X) r, = 6.41`' in. Web Slend. Lim. for Compact A = 90.51 Radius of Gyration (Y -Y) r y = 1.17 in. Web Slend. Um. for Noncomp. A„„. = 137.18 Polar Moment of Inertia J = 0.5. in FLB Moment Strength (X -X) 0M„, = 301' kip -ft Warping Constant C., = 739. in WLB Moment Strength (X -X) OM„, a = 203 kip -ft Beam Buckling Factor X = 1,740.00 Beam Buckling Factor X2 = 0.01990 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter A = 1.71 • Shear Strength (X -X) OV„ = 118 kips Axial Compressive Strength 0P = 124. kips Shear Strength (Y -Y) 0 V „ = 82< kips Axial Tensile Strength 0P „, = 411 kips Capacities Summary Stiffness Summary Moment Strength (X - X) OM „,FLa = 112 kip -ft Stiffness (X -X) El = 10.88. (10) kip -in Moment Strength (Y -Y) 0M = '26. - kip -ft Stiffness (Y -Y) Ely = 0.36 (10) kip -in Axial Compressive Strength 0P „ = 124' kips Axial Tensile Strength 0P = , 411 kips Shear Strength (X -X) O V „, = ": 118 - '.. kips Shear Strength (Y -Y) 0V „ = 82 kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P /P +M/M= 0.91 ok _ Shear Ratio (X -X) VN = 0.08 ok . Shear Ratio (Y -Y) VN = 0.00 • ok Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06-05-07).xlsx.xls .3)1z -z1 - I� Beam Analysis - Uniformly Distributed Load: - Wa wt, Ws V INPUT VARIABLES: Member Deflection Criteria Beam Length L = 27.20 ft Dead Load L / 360 d Max = 2.00 in. Loads Live Load L / _ 480 Uniformly Dist Dead Load wp = 0.275 klf d MAX = 2.00 in. Uniformly Dist Live Load w i = 0.360 klf Snow Load L / 480 Uniformly Dist Snow Load w = 0.000 klf 1 MAX = 2.00 in. Dead + Live + Snow Loads L / _ 360 d Mac = 2.00 in. OUTPUT VARIABLES: Moment LRFD: 1.4D MLRFD-2 = 35.54 kip -ft LRFD: 1.2D + 1.6L + 0.5S M (RFa2 = 83.73 kip -ft LRFD: 1.2D + 0.5L + 1.6S M u+Fa3 = 47.11 kip -ft LRFD: 1.2D + 0.5L + 0.55 M urFo-3 = 47:11 kip -ft ASD: D +L +S M - asu = 58.68 kip -ft Shear LRFD: 1.4D V LRFD-1 = 5.23 kips LRFD: 1.2D + 1.6L + 0.55 V LRFD-2 = 12.31 kips LRFD: 1.2D + 0.5L + 1.65 V LRFD-3 = 6.93 kips LRFD: 1.2D + 0.5L + 0.55 V LRFo-3 = 6.93 kips ASD: D + L + 5 VAw = 8.63. kips Deflection Dead Load El REa = 3.73 (10) k -in Live Load EIREQ = 6 :52 _ '.( k - in 2 Snow Load El REa = 2.22, (10) k -in Dead + Live + Snow Loads EI REa = 8.62 `.' (10) k -in LRFD Summary ASD Summary Maximum Moment MDRFD = 83 73_ kip -ft Maximum Moment MAS0 = • 58.68;,. kip -ft Maximum Shear V URFD = 12.31 ' kips Maximum Shear VASD = 8.63 , kips El Required El R Ea = 8.62 (10) k -in2 El Required El REa = 8.62 (10) k -in = 8618.71 (10)6 Ib-in2 Beam Analysis 1/11/2010 Beam Analysis - Uniformly Dist Load (rev 07- 09- 08).xlsx 0 T - Z I - r • AISC LRFD Beam - Column Interaction Analysis: (W, HSS, : `ipe Sections) INPUT VARIABLES: Member Input AISC Member Section I W16x31 Applied Loads Eff. Col. Length (X -X) L = ft Ultimate Moment (X -X) M„ = 47.00 kip -ft Eff. Col. Length (Y -Y) L y = 13.60 ft Ultimate Moment (Y -Y) M„ = 0.00 kip -ft Eff. Col. Length Fact. (X -X) K = Ulitmate Shear (X -X) V„ = 7.00 kips Eff. Col. Length Fact. (Y -Y) K r = 1.00 Ulitmate Shear (Y -Y) V „y = 0.00 kips Bending Coefficient C = 1.00 Ultimate Axial P„ = -60 kips Yield Strength F = 50.0 ksi Comp. Residual Stress F, = 10.0 ksi ANALYSIS VARIABLES: Member Section Properties Lateral Torsional Buckling Analysis Area A= 9:13 in Resistance Factor for Yielding 0 = 0.90 Depth d = , 15:90 in: Lat. Unbraced Length (UBL) Lb = 163 in. Flange Width b , = 5.53, • in. Limit. Lat. UBL for Full Plastic L = 50 in. Flange Thickness t, = '0.28 in. Limit. Lat. UBL for Inelastic L, = 116 in. Web Thickness t„, = 028 in. Plastic Bending Moment (X -X) Mpx = 225 kip -ft Flange -to- Fillet Dimension k = 0.84 in. Plastic Bending Moment (Y -Y) M = 29 kip -ft Unit Weigth w = 31.00 plf LTB Moment Strength (X -X) 0M„xLTB = 99 kip -ft Moment of Inertia (X -X) I„ = 375.00 in Moment of Inertia (Y -Y) / = 12.40 in Local Buckling Analysis Elastic Section Modulus (X -X) S, = 47.20 in Flange Width- Thickness Ratio b, /t, = 10.05 in. /in. Elastic Section Modulus (Y -Y) , S y = 4.49 , in Web Width - Thickenss Ratio h /t = 51.69 in. /in. Plastic Section Modulus (X -X) Z, = 54.00 ' . in Flange Slend. Lim. for Compact AP, = 9.19 Plastic Section Modulus (Y -Y) Z y = 7.03 in Flange Slend. Lim. for Noncomp. A = 22.29 Radius of Gyration (X -X) r„= 6.41; in. Web Slend. Lim. for Compact 2 „„, = 90.51 Radius of Gyration (Y -Y) r = 1.17 _ in. Web Slend. Lim. for Noncomp. 2 = 137.18 Polar Moment of Inertia J= 0.5 in FLB Moment Strength (X -X) OM „,FLB = ■ 301' kip -ft Warping Constant C. = 739 -in6 WLB Moment Strength (X -X) Y'M WtB = 203 kip -ft Beam Buckling Factor X, = 1,740.00 Beam Buckling Factor X = 0.01990 Axial Analysis Resist. Fact. for Comp. Buckling 0 = 0.90 Shear Analysis Column Slenderness Parameter A,, = 1.84 Shear Strength (X -X) OV„, = 118 - kips Axial Compressive Strength OP „, = 106 kips Shear Strength (Y -Y) �V,., = ' 82 kips Axial Tensile Strength 0P „, = ' 411 kips Capacities Summary Stiffness Summary Moment Strength (X -X) OM,IXFLB = 99 kip -ft Stiffness (X -X) El = 10.88 (10) kip-in Moment Strength (Y -Y) OM „ r ; FLB = 26 kip -ft Stiffness (Y -Y) El = 0.36 (10) kip-in Axial Compressive Strength OP„,, = .106 kips Axial Tensile Strength OP „, = , 411, kips Shear Strength (X -X) 0 V „, = 118 kips Shear Strength (Y -Y) 0 V ,,,, = ' : 82 ' ' kips Axial- Moment Interaction Check Shear Check Axial- Moment Interaction Ratio P/P +M/M= 0.99 ok , Shear Ratio (X -X) VN= 0.06: ok Shear Ratio (Y -Y) VN = 0.00' ok 1 Beam - Column Analysis 1/11/2010 AISC LRFD 3rd Ed. - Beam - Column Interaction Analysis (rev 06- 05- 07).xlsx.xls Propc t F By : Sheet No . 1 Location Dote /Cip,F4C0 a G' Consulting Engineers Job No • Client Revised • Portland Oregon Date tr. 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