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Specifications (3) r :, r . CONSULTING P503.222.4453 L M K E N G I N E E R S F 503.248.9263 E vlmk @vlmk.com ' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com R E : �� F P" - "APPROVED PLANS 4 � January 5, 2007 NCLUDE UN- ATTACHED; JAN - 5 2007 SPECIFICATION BOOK STRUCTURAL CALCS Ci B t ` .: ; -„ GAR .„_ GEOTECH REPORT BUis e � F , 0 `:�!VOON MISC DOCUMENTS QgO ( 005P • Ms. Val Henzel O Fi ° Ic h City of Tigard Building Department �� CJ �`�1. '�fz umG, or: 13125 Hall Boulevard 3 ` Tigard, Oregon 97233 R E C E 1 V 9 Project: Project No. 061238 JAN 0 G 2007 Fenno Creek Building A 16037 SW Upper Boones Ferry Road RE: Structural Plan Review - Supplemental Response Dear Ms. Henzel, In the structural plan review dated November 27, 2006 for Building B, there was a question regarding calculation of column eccentricities that prompted an additional review and correction of several column sizes for this building as well. The following information is being re- submitted: 1. Sheet S1.1a Foundation Plan - revised with delta 2 dated 1 -5 -07 2. Revised calculation sheets C -3 thru C -7 - gravity column design summary Thank you for your attention to this matter. Should you have additional questions, please don't hesitate to contact us. F OB, Sincerely, ' � GIN(� 0 VLMK Consulting Engineers OREGON Trent G: Nagele, P.E., S.E. 4 TC,SP‘ A507� BET nog cc: Trish Nixon, LRS Architects attachments: Foundation plan; Revised column calculation summary I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement i, Gravity Column Design Summary ;; l', i RAM Steel v11.0 to C` DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfReErr „ -_� fir, 12/27/06 11:00:45 r lTEZNATO'AI Building Code IBC j ' � �' g JAN - 2 �� 7 Steel Code: ASD 9th Ed. ,olumn Line 1- C CITY O r�� Level P Mx My LC In Angle Fy Size Roof 13.1 0.0 7.7 1 0.45 Eq H1 -3 90.0 46 HSS6X6X1 /4 3rd 44.4 0.0 6.7 1 0.58 Eq H1 -2 90.0 46 HSS6X6X1 /4 2nd 70.6 0.0 5.7 1 0.99 Eq H1 -1 90.0 46 HSS6X6X1 /4 Column Line 2 - D Level P Mx My LC Interaction Eq. Angle Fy Size Roof 18.7 3.5 8.8 1 0.42 Eq H1 -3 90.0 46 HSS8X8 /4 3rd 60.2 3.0 7.7 1 0.57 Eq H1 -2 90.0 46 HSS 8X1/4 2nd 96.1 2.6 6.7 1 0.80 Eq H1 -1 90.0 46 8X8Xi/4 ---, ` / (t X 3 (', D sL , corumn Line 2 - C f0o V Level P Mx My LC Interaction Eq. Angle Fy Size Roof 33.1 3.6 5.1 7 0.28 Eq H1 -3 90.0 46 HSS8X8X3 /8 3rd 124.1 2.4 2.9 5 0.59 Eq H1 -1 90.0 46 HSS8X8X3 /8 2nd 200.2 0.7 0.6 1 0.90 Eq H1 -1 90.0 46 HSS8X8X3 /8 Column Line 2 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 19.7 5.2 8.4 1 0.46 Eq H1 -3 90.0 46 HSS8X8X1 /4 3rd 63.2 4.3 6.9 1 0.60 Eq H1 -2 90.0 46 HSS8X8X1 /4 ' 2nd 100.5 3.7 6.0 1 0.84 Eq H1 -1 90.0 46 HSS8X8X1 /4 Column Line 46.17ft - 46.75ft Level P Mx My LC Interaction Eq. Angle Fy Size < Roof 40.7 20.1 4.4 1 0.62 Eq H1 -2 0.0 46 HSS8X8X5 /16 3rd 95.4 9.0 4.9 1 0.65 Eq H1 -2 0.0 46 HSS8X8X5 /16 2nd 146.9 7.9 4.3 1 0.97 Eq H1 -1 0.0 46 HSS8X8X5 /16 C Line 3 - D Level P Mx My LC Interaction Eq. Angle Fy Size Roof 40.8 3.2 5.1 5 0.32 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 112.3 2.4 3.5 5 0.63 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 176.4 1.4 1.1 1 0.97 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 3 - C / Level P Mx My LC Interaction Eq. Angle Fy Size Roof 58.2 4.6 18.4 12 0.57 Eq H1 -2 90.0 46 HSS8X8X3 /8 3rd 128.9 1.3 8.2 4 0.64 Eq H1 -1 90.0 46 HSS8X8X3 /8 2nd 189.8 0.4 7.4 1 0.96 Eq HI -1 90.0 46 HSS8X8X3 /8 `� Gravity Column Design Summary RAM Steel v11.0 C-- LI -- t, to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev InFH"^ Building Code: IBC ,Pay. 12/27/0611:00:45 g Steel Code: ASD 9th Ed. Cp1(tnn Line 3 -B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.7 4.8 4.8 3 0.32 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 111.4 2.6 2.7 2 0.63 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 178.6 2.3 0.2 1 0.98 Eq H1 -1 90.0 46 HSS8X8X5 /16 Corin Line 4 -D IV/ Level P Mx My LC Interaction Eq. Angle Fy Size Roof 28.5 3.8 5.2 10 0.31 Eq H1 -3 90.0 46 HSS8X8X5 /16 3rd 101.9 1.8 2.5 4 0.57 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 161.0 1.6 0.3 1 0.87 Eq H1 -1 90.0 46 HSS8X8X5 /16 C 9Iirin Line4 -C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 53.9 4.3 16.1 10 0.43 Eq H1 -2 90.0 46 HSS10X10X5 /16 3rd 157.9 2.5 3.8 5 0.65 Eq H1 -1 90.0 46 HSS10X10X5 /16 2nd 243.0 0.8 0.4 1 0.95 Eq H1 -1 90.0 46 HSS10X10X5/16 �Line4 -B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.5 4.8 4.9 4 0.32 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 110.9 2.6 2.7 5 0.63 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 177.8 2.3 0.3 1 0.98 Eq H1 -1 90.0 46 HSS8X8X5 /16 Col Line 5 - D Level P Mx My LC Interaction Eq. Angle Fy Size Roof 27.8 1.5 5.3 3 0.27 Eq H1 -3 90.0 46 HSS8X8 alb 3rd 89.0 3.7 5.7 5 0.60 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 132.1 2.7 5.1 1 0.81 Eq H1 -1 90.0 46 HSS8X8X5 /16 C Line 5 -C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 39.1 6.2 10.7 13 0.36 Eq H1 -3 90.0 46 HSS10X10X5 /16 3rd 132.9 4.7 7.7 2 0.59 Eq H1 -2 90.0 46 HSS10X10X5/16 2nd 218.3 4.1 4.1 1 0.92 Eq H1 -1 90.0 46 HSS10X10X5 /16 C mnLine5 -B ' Level P Mx My LC Interaction Eq. Angle Fy Size Roof 35.7 4.4 5.9 3 0.34 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 111.7 2.4 3.5 2 0.63 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 179.1 2.2 1.0 1 0.99 Eq H1 -1 90.0 46 HSS8X8X5 /16 : Gravity Column Design Summary i RAM Steel v11.0 C- 5 /5 t to ' RAM DataBase: Fanno BldgA 50psf 12 -19 -06 ConfRev rte. 12/27/06 11:00:45 NrERNATKNAL Building Code: IBC Steel Code: ASD 9th Ed. 1 91t inn Line 6 -D Level P Mx My L y C Interactton Eq. Angle Fy Size Roof 28.3 3.5 5.3 12 0.31 Eq H1-3 90.0 46 HSS8X8X5 /16 3rd 99.9 1.7 11.3 3 0.71 Eq HI -1 90.0 46 HSS8X8X5 /16 2nd 147.9 1.1 10.2 1 0.96 Eq HI -1 90.0 46 HSS8X8X5 /16 C nnLine6 -C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.9 3.9 10.7 5 0.34 Eq H1 -2 90.0 46 HSS10X10X5 /16 3rd 150.1 4.8 4.4 2 0.66 Eq H1 -1 90.0 46 HSS10X10X5 /16 2nd 238.8 4.2 1.6 1 0.98 Eq HI -1 90.0 46 HSS10X10X5 /16 C ol Line 6 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 34.2 4.4 6.4 4 0.34 Eq 111 -2 90.0 46 HSS8X8X5 /16 3rd 107.6 2.4 4.2 5 0.61 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 171.7 2.2 1.9 1 0.97 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 169.50ft - 65.50ft /Level P Mx My LC Interaction Eq. Angle Fy Size _ \ / 2 n d 56.0 7.0 0.0 1 0.85 Eq H1 -1 0.0 46 H6X1 /4 PKs)X /y Col Line 6.9 -B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 48.9 23.4 0.0 2 0.45 Eq H1 -2 0.0 46 HSS10X10X5 /16 3rd 148.1 13.1 0.9 3 0.68 Eq H1 -1 0.0 46 HSS10X10X5 /16 2nd 217.2 4.7 0.3 1 0.88 Eq H1 -1 0.0 46 HSS1OX10X5 /16 Cimn Line 7 -D Level P Mx My LC Interaction Eq. Angle Fy Size Roof 26.7 3.8 4.3 7 0.28 Eq H1 -3 90.0 46 HSS8X8X5 /16 3rd 100.1 1.8 3.1 4 0.58 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 163.5 1.6 0.8 1 0.90 Eq H1 -1 90.0 46 HSS8X8X5 /16 Cmn Line 7 -C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 43.9 4.3 10.2 7 0.33 Eq H1 -2 90.0 46 HSS10X10X5 /16 3rd 147.8 4.3 5.3 4 0.65 Eq HI -1 90.0 46 HSS10X10X5 /16 2nd 220.0 3.8 2.0 1 0.90 Eq HI -1 90.0 46 HSS10X10X5 /16 Co mn Line 8 -D Level P Mx My LC Interaction Eq. Angle Fy Size Roof 42.1 3.3 4.8 2 0.32 Eq H1 -2 90.0 46 HSS8X8X5 /16 k t . Y` 1 Gravity Column Design Summary, il ,, '' RAM Steel v11.0 G-. ( Page-44- L to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev ` -ev, 12/27/06 11:00:45 iNfrEzwENAi Building Code: IBC Steel Code: ASD 9th Ed. 3rd 113.1 1.5 3.2 3 0.63 Eq HI -1 90.0 46 HSS8X8X5 /16 2nd 176.0 1.3 0.9 1 0.96 Eq H1 -1 90.0 46 HSS8X8X5 /16 Co1}x Line 8 - C L/ Level P Mx My LC Interaction Eq. Angle Fy Size Roof 58.9 5.5 12.5 16 0.49 Eq H1 -2 90.0 46 HSS8X8X3 /8 3rd 143.3 3.4 5.5 3 0.72 Eq HI -1 90.0 46 HSS8X8X3 /8 2nd 193.9 3.0 5.2 1 0.98 Eq H1 -1 90.0 46 HSS8X8X3 /8 Co m n Line 215.75ft - 65.50ft Level P Mx My LC Interaction Eq. Angle Fy Size 2nd 54.3 7.0 0.0 1 0.83 Eq HI -1 0.0 46 HSS6X6X1 /4 Column Line 216.17ft - 46.75ft Level P Mx My LC Interaction Eq. Angle Fy Size ..--- Roof 40.2 13.1 4.3 8 0.49 Eq H1 -2 0.0 46 HSS8X8X5 /16 3rd 102.8 1.5 4.0 5 0.59 Eq H1 -1 0.0 46 HSS8X8X5 /16 2nd 151.7 0.1 3.9 1 0.86 Eq H1 -1 0.0 46 HSS8X8X5 /16 C o mnLine8.7 -B Level P Mx My LC Interaction Eq. Angle Fy Size R oof 39.6 16.4 0.0 3 0.40 Eq H1 -2 0.0 46 HSS8X8X3 /8 3rd 121.3 9.4 1.5 2 0.61 Eq H1 -1 0.0 46 HSS8X8X3 /8 2nd 181.4 8.6 0.6 1 0.94 Eq HI -1 0.0 46 HSS8X8X3 /8 Column Line 9 - D Level P Mx My LC Interaction Eq. Angle Fy Size .<--- Roof 26.5 2.5 9.3 4 0.35 Eq H1 -3 90.0 46 HSS8X8X5 /16 3rd 81.8 1.7 8.1 4 0.52 Eq H1 -2 90.0 46 HSS8X8X5 /16 2nd 130.3 0.5 7.1 1 0.80 Eq H1 -1 90.0 46 HSS8X8X5 /16 Column Line 9 - C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 41.6 4.0 10.2 2 0.43 Eq H1 -2 90.0 46 HSS8X8X5 /16 3rd 122.5 6.8 4.9 5 0.80 Eq H1 -1 90.0 46 HSS8X8X5 /16 2nd 194.1 3.7 0.6 1 0.92 Eq H1 -1 0.0 46 HSS8X8X3 /8 �- Column Line 9 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 14.1 2.9 0.8 6 0.29 Eq H1 -3 90.0 46 HSS6X6X1 /4 3rd 51.6 1.0 1.7 5 0.60 Eq H1 -1 90.0 46 HSS6X6X1 /4 2nd 80.9 0.2 1.4 1 0.91 Eq H1 -1 90.0 46 HSS6X6X1 /4 Gravity Column Design Summary -,„' RAM Steel v11.0 C' -7 Page 5/5- to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev 2€j. 12/27/06 11:00:45 INTERN^ '- Building Code: IBC Steel Code: ASD 9th Ed. mn Line 248.50ft - 11.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 5.6 1.1 2.1 1 0.26 Eq H1 -3 90.0 46 HSS6X6X3 /16 3rd 20.8 1.1 2.2 1 0.38 Eq H1 -2 90.0 46 HSS6X6X3 /16 2nd 32.7 0.9 1.8 1 0.56 Eq H1 -1 90.0 46 Solinn Line 248.50ft - 26.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 6.1 1.8 0.0 2 0.18 Eq H1 -3 90.0 46 HSS6X6X3 /16 3rd 22.4 1.1 0.0 3 0.33 Eq H1 -1 90.0 46 HSS6X6X3 /16 2nd 35.1 0.9 0.0 1 0.51 Eq H1 -1 90.0 46 HSS6X6X3 /16 Coffin Line 248.50ft - 73.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 7.3 2.5 0.0 3 0.24 Eq H1 -3 90.0 46 HSS6X6X3 /16 3rd 26.3 1.7 0.0 2 0.40 Eq H1 -1 90.0 46 HSS6X6X3 /16 2nd 41.5 1.5 0.0 1 0.63 Eq H1 -1 90.0 46 HSS6X6X3 /16 9l4mn Line 248.50ft - 88.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 6.3 1.1 2.5 1 0.29 Eq H1 -3 90.0 46 HSS6X6X3 /16 3rd 22.9 1.1 2.5 1 0.42 Eq H1 -2 90.0 46 HSS6X6X3 /16 2nd 36.0 0.9 2.1 1 0.63 Eq H1 -1 90.0 46 HSS6X6X3 /16 Column Line 11 - C Level P Mx My LC Interaction Eq. Angle Fy Size - Roof 16.6 0.0 11.8 1 0.39 Eq H1 -3 90.0 46 HSSB 1/4 3rd 55.0 0.0 9.8 1 0.52 Eq H1 -2 90.0 46 HS X8X1 /4 2nd 87.5 0.0 8.5 1 0.73 Eq H1 -1 90.0 46 S8X8X1 /4 6 xC, X 1/27 a �- r _ a , .. A TS A kfi e 4 S : ` ' '+ r CONSULTING P,! 503.222.4453 o €� r ; E N G I N E E R S F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 ` �a'`� W www.vlmk.com 0 December 22, 2006 \)--1 �� ' U �� D Q\�� NQO\v\S`O 'a\3tL Ms. Val Henzel City of Tigard Building Department 13125 Hall Boulevard Tigard, Oregon 97233 Project: Project No. 061238 Fanno Creek Building A 16037 SW Upper Boones Ferry Road RE: Structural Plan Review #1 Dear Ms. Henzel, Please note the following items in response to your structural plan review dated November 27, 2006. Plan check questions are summarized in italics with our responses following. 1. Indicate specific times items as periodic are to be special inspected. Items noted for "periodic" inspection are defined in item 1. of the special inspection program notes on the same sheet. An additional explanation has been added to clarify that the general contractor is responsible for coordinating this work and ensuring that all noted items are inspected. Specific time and frequency required is largely a function of the pace of construction and something we can't know or coordinate in advance. 2. Detail 4/52.1 notes detail 1/S6.2 for column information. No information noted on detail 1/56.2. Clarify. Detail reference should be 6/S2.1. Drawing has been updated. 3. Submit calculations and detail for brick veneer anchorage. The brick "veneer" shown is a thin set brick that is applied much like tile. It is not an anchored veneer system. 4. Submit calculations and details for load transfer around openings including diaphragm tension. Drawings have been updated to note (2) #4 trim bars around all slab openings (see sheet S0.0, div. 3, #14 in the structural notes) and on the plan where continuity of the trim around grouped openings is desired. A brief analysis for tension forces at the diaphragm openings is attached. If there are additional specific concerns or need for a specific analysis, please advise. Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement Structural Plan Check Response Fanno Creek Building A Page 2 of 5 5. Submit calculations and details for load transfer at shear wall number 31 (on grid 5.1). See attached calculation. (4) #5 bars are used for drag. Arguably the diaphragm has capacity for the shear transfer without drag bars so an "omega factor" was not used for calculation of the drag bars. 6. Submit calculations and details for load transfer at wall offset at grids 2, 9, 10, and A.6, A.9, 8.3, C.7, D.1, D.4 (sheet A3.1). An additional analysis of the diaphragm shears is attached. Note that shears indicated on sheets L -8 thru L -10 of the original calcs are based on the "shear width" (width of wall at the window piers). For diaphragm shears the total length of wall is used for transfer. Detail 15/S4.2 was noted for east /west end wall conditions for increased shear transfer, and the roof deck at the south end was increased to 18 gage for shear. 7. Clarify Details at grids 6 and D, 7 and D, and 8 and C (sheet S3.2a). Details have been updated as 6/54.2, 11/S4.1 and 19/S4.3, respectively. 8. Submit calculations and details for load transfer at grid 5.1 at shear wall number 31. See response to item #5 above. 9. Submit calculations for load into middle of HSS column (detail 1/S4.1). Detail 1/S4.1 is not used and drawing has been updated to reflect omission of detail. 10. Submit calculations for stiffener plate load into middle of HSS column (details 11/S4.1, 12/54.1, 6/54.2, 7/S4.2, 9/54.3). Calculations are attached. A 1/2" backing plate was added to bearing seats in noted details. 11. Clarify typical ledger detail noted as 3/S4.1 (detail 11/S4.2). Detail reference should be to 4/S4.1 for embed plate. Drawing has been updated. 12. Clarify noted details 3/57.1 and 1/S7.1 (detail 13/54.2). Details references should be 4/S4.1 and 3/S4.1, respectively. 13. Submit calculations for load to shear walls (details 15, 16/S4.2). See attached calculation for detail 15/S4.2. Detail 16 is not used on building A, please reference Bldg B response for this detail. G: \Acad 2054 \CORRESPONDENCE \Structural Plan Review Response - Building A.doc Structural Plan Check Response Fanno Creek Building A Page 3 of 5 14. Submit calculations for load to curtain wall (detail 3/S4.3). Curtain wall is a deferred submittal. Detail illustrates one possible method of attachment. Actual attachment loads will be reviewed in conjunction with curtain wall submittal. 15. Submit calculations, plans and details for stair beams (details 10/S4.3 and 11/S4.3). Beam calculations are attached for support of future stairs. Note that the stairs themselves are a deferred submittal. 16. Submit calculations and details for load transfer at wall offsets 2, 9, 10, and A.6, A.9, 8.3, C.7, D.1, D.4 (S5.1). See calculations attached for response to item# 6 above. 17. Submit calculation and details for load transfer at grids 5 to 6 offset (sheet A5.1). Roof diaphragm chord forces in Bldg A are carried through the girder lines at grids B and D (rather than the ledger), so detailing for chord continuity is not needed at the offset. 18. Clarify detail notes as 4/S7.1 (detail 10/S6.1). Detail reference should be 9/54.3. Drawing has been updated. 19. Submit calculations for base connection at free edge (S7.2a, panel 13). Panel's 13 and 16 are type 'C' panels for purposes of calculation (sheet R- 1). Based on the overturning calculation for the panel, Sheet C -18, there is no net overturning uplift on the panel. 20. Submit calculations and detail for type of base connection (57.2a, panel 7). See attached calculation. Holdown type 'H4' per 9/S2.1 is used each end of panel. 21. Clarify north and south. Elevations C and D have been updated. 22. Clarify XX Detail (Elevation F/S7.2a). Section cut has been omitted. 23. Submit calculations and details for structure at elevators (deferred submittal). A center beam is provided (see attached calc for lateral support), but per the owner support for elevator rails (strongbacks or reinforced rails) will be provided by the elevator manufacturer as part of the deferred submittal for the elevator. G: \Acad 2054 \CORRESPONDENCE \Structural Plan Review Response - Building A.doc Structural Plan Check Response Fanno Creek Building A Page 4 of 5 24. Submit calculations and details for stair structural framing and connections (deferred submittal). As noted on sheets SO.0 25. Submit calculations and details for curtain walls and storefront walls (deferred submittal). As noted on sheet SO.O. 26. Submit calculations and details for entrance canopies (deferred submittal). As noted on sheets 50.0, deferred submittal is only for cover system. Calculations for the primary structural support are covered in the original structural calculations. 27. Submit one set of reinforced steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 28. Submit one set of miscellaneous and structural steel shop drawings, wich have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 29. Submit one set of open web joist and girders shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (deferred submittal). As noted on sheet SO.O. 30. Submit one set of steel decking shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 31. Submit one set of light gage metal structural framing shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 32. Special Inspection shall be per items noted on drawing sheet S0.0a. Yes. 33. Structural observation shall be per items noted on drawing sheet S0.0a. Yes. G: \Acad \ \CORRESPONDENCE \Structural Plan Review Response - Building A.doc t Structural Plan Check Response Fanno Creek Building A Page 5 of 5 34. Approved resolution of the above items shall be incorporated into submittal plans before a permit will be issued. Submit four (4) sets of revised plans to our office for review. In addition to these items, note that the conference center (first floor, approximately grids 7 to 9, A to B.5) was revised. Columns locations were adjusted, beams resized and details for folding partition support, including allowance for partition stack loads, were completed. Calculations for these changes are attached (marked as replacement calculation sheets F -1 thru F -63) , though several partitions were ultimately omitted and the loads removed from the final design. Additional, revisions were made to the back dock canopy (marked as I replacement calculation sheets A -6 thru A -10). Thank you for your attention to these items. Should you have additional questions, please don't hesitate to contact us. Sincerely, VLMK Consulting Engineers *......j 72,..342.--. Trent C. Nagele, P.E., S.E. cc: Trish Nixon, LRS Architects attachments: structural calculations I I G: \Acad 205497 \CORRESPONDENCE \Structural Plan Review Response - Building A.doc 1 ♦, - 3lf yzi in, al , 13&' 153' 2!0' 224 G vGA}T7 o%- 0 95' ° ( $ — <1 Z4 CQ� a o 0 0 Z y rLoo — -- — - , NQ11V'Jal 22 OIZ bit i i(1 z5 I 1 l'" — —7179147 PV-v2 ' J " CONSULTING Job ft, ,/ ,' , , t _. ' keM '. . , E N E R / y� r c = ,,.' E N G I E R S Client Cam!' -'s 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No T_o{Q�_BY P 503.222.4453 503.248.926311 Date DEG. 10 40 Sheet No _p _ C Z.i‹...— , 4-L1 1 DI PtIF-t-N- c e'er, (44.--v't\. -Li s is v = V\ • 4 V Pr, t J Ge 1....)0j, P-.3 et 771Z Co � 6.0.-fire-1 tau 770, 5+2 3 aar / ( , _ o . =- b. og ;r,z� 0 Vn .' a'45(0, ( o be_•,'., " 41,11 y 4 'r .(-11k-‘ ca. , Gz, 7.z r 3 , z , .° fzo 'b t ,. \-- A- € , 5e. w 0 "..... a.., e-T7 » J ,2 i Ce i c::›1 T7 . A- k. p pt e2 ,.E, 1 I 1 1:44,4 '`i - 0.) Cil -L 6 ' 3 01 - k) /c t 1= L— 3o .41 1 SP,gx h _ zl = O,70 , (a 6?- . h 2 wtbW- �S — && V 5 i ' I I/ ). - P,crz05.5 07. e,n%a 4 Tf = 2.:3 = 44, z. . (i, ,a , c - wor) Y\iIb e- _ \i Z + z • h 5 _ `/ /ee (a') 1.0_ Z 1 ��7�� i-► Z- Li z '/ - -€_ Fvcr 0 , ,Jc t reE.1t -c)s — 52 '7dkJAL, i9. Building A 2nd Floor Top Bottom Location Shear h d Rt Vt v Mt h d Rb Vb v Mb (ft) (kips) (ft) (ft) (kips) (klf) (kip -ft) (ft) (ft) (kips) (kit) (kip -ft) 31 88 52 54 21 49 7.33 34.6 1.04 478 21 30 4.093 19.4 0.6 267 111 26 119 - 25 8 49 20.24 -25.0 - 0.79 -113 8 0.1 2E -05 0.0 0.0 0 136 -4 17 49 9.24 -4.0 -0.79 -91 17 0.1 2E -06 0.0 0.0 0 153 -7 210 -61 16 49 9.86 -45.2 - 0.66 -404 16 20 3.434 -15.8 -0.21 -140 226 -75 SSG 3rd Floor Top Bottom Location Shear h d Rt Vt v Mt h d Rb Vb v Mb (ft) (kips) (ft) (ft) (kips) (kit) (kip -ft) (ft) (ft) (kips) (klt) (kip -ft) 31 108 52 65 21 49 7.33 41.7 1.31 68 21 30 4.093 23.3 0.7 325 111 38 119 - 32 8 49 20.24 -23.0 - 6.30 -193 8 20 7.911 -9.0 - 2.5 - 76 210 - 75 16 49 9.8ff -55.6) -0.79 -496 16 20 3.434 -19.4 -0.27 -172 226 -92 Vwa - �5•� r _ /,1.5&.x= OVe _ / /,/ , 6.e 044), = 1'�,y > g '�� o,�t • �' 4' °o- C O N S U L I N G Job ono C €ate cL N G I 1 V E f2 S Client (i )2 .5 . 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No D V?7 BY - Tr.) P 503.222.4453 503.248.9263M Oates ;:540 Sheet No a q i G k- - 1 ''., 5' LOAo �2.R4-3s'FE-42 .rt ¢te.- t--'A -t-{— / z+.• 7.'"' 0 fi 02. , V _ / ,t{ —/y7,1/ _ . .59� .a.4' , V _/y7Y' — z/z-//1 le- -,--. jp 5. 3 c Ca N 01—.5 AMU— 41/ = 0 '`7/ =7 /D�� ,/ 17' - 1 . -- .„1 p e.... m..., : l4„.N, 9.‘ ►v4 Cn J . GO( GDN)caz.F-re. ,Yil -D.$5L2 ( '' Zb ÷- a d8(1�. ; � = 7,) /000 cbt•JA)--ffe...11-10-0J ( " 57 49,z. Ar L - - 0 4 o . e . 7 (-A) LO N►IE XZD-t. > pA-J 1..Jlj4 l = zs,� ��- _ ,,/,,A7 AMN`a -* --'' �SGs2YdG� �Q/!p (z) 5 . =? ©6,(0, 3 ,:166 > : Xo = z.z. 3k > / S, W g'0F - . wE�s:, ( --_ 374 > 4,V e;,,le..., i T M u ' L 1 JL � E N G I N E R S 503.248.9263 \ Use: Based on Service vlmk @vlmk.com Max ri x = 0.27 => 1.00 Panel Width Load (ASD) 3933 SW Kelly Avenue • Portland • Oreston 97239 -4314 www.vimk.com Max ri y = 1.27 => 1.27 Unit Shear - Fanno Creek Bldg A Building Area (per level) = 24459 Total Shear in Wall Diaphragm Shears Panel Shear Shear Shear Redundancy Shear Shear Diaphragm Shear Shear Dir Grid Width Width Height Thick. Fv +Ft Vwi *10 ri V'ri v*ri Shear t*rl _ (ft) (ft) (ft) (in) (kips) (kIt) Vi *Lw (kips) (klf) (kips) (kit) kl 2nd FLOOR Vi = 752 2 D 14.25 4.25 14.5 9.25 26.1 6.1 0.081653 0.433838 33.2 7.8 9.1 0.642 0.459 Y 6 I 5 5 14.5 7.25 13.8 2.8 0.036638 - 1.49042 17.5 3.5 4.8 0.966 0.690 8 I 5 5 14.5 7.25 14.6 2.9 0.038888 - 1.28848 18.6 3.7 5.1 1.025 0.732 12 H 9.67 4.67 14.5 9.25 32.0 6.9 0.091284 0.599072 40.8 8.7 11.2 1.162 0.830 14 B 22.25 10.25 14.5 9.25 115.1 11.2 0.149368 1.143845 146.5 14.3 40.4 1.814 1.296 /t � 15 B 22.25 10.25 14.5 9.25 115.1 11.2 0.149368 1.143845 146.5 14.3 40.4 1.814 1.296 -"' `" Z. 17 H 9.67 4.67 14.5 9.25 32.0 6.9 0.091284 0.599072 40.8 8.7 11.2 1.162 0.830 21 I 5 5 14.5 7.25 14.6 2.9 0.038888 - 1.28848 18.6 3.7 5.1 1.025 0.732 23 I 5 5 14.5 7.25 13.8 2.8 0.036638 - 1.49042 17.5 3.5 4.8 0.966 0.690 27 D 14.25 4.25 14.5 9.25 26.1 6.1 0.081653 0.433838 33.2 7.8 9.1 0.642 0.459 29 F 33 13 14.5 9.25 171.9 13.2 0.17595 1.27319 218.9 16.8 60.3 1.827 1305 -' 30 F 33 13 14.5 9.25 171.9 13.2 0.17595 1.27319 218.9 16.8 60.3 1.827 1.305 / 9", t 31 J 17 16 14.5 8 146.4 9.2 0.121731 0.949466 186.4 11.7 51.3 3.021 2.158 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 1 E 21.5 9.5 14.5 7.25 38.9 4.1 0.054541 -0.34468 38.9 4.1 15.8 0.737 0.527 X 3 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 4 A 30 10 14.5 7.25 48.7 4.9 0.084842 0.027784 48.7 4.9 19.8 0.661 0.472 5 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0,472 7 G 20 10 14.5 7.25 38.5 3.9 0.051251 -0.49521 38.5 3.9 15.7 0.784 0.560 h 9 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.681 0.472 10 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 \ 19.8 0.661 0.472 11 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 ) 19.8 0.661 0.472 13 C 14.67 4.67 14.5 7.25 15.1 3.2 0.043097 -0.9673 15.1 3.2 6.2 0.420 0.300 '� 16 C 14.67 4.67 14.5 7.25 15.1 3.2 0.043097 -0.9673 15.1 3.2 6.2 0.420 0.300 ...1.. 18 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 19 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 rC 20 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 ++ 19.8 0.681 0.472 22 G 20 10 14.5 7.25 38.5 3.9 0.051251 -0.49521 38.5 3.9 t 15.7 0.784 0.560 I 24 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 25 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 1 26 A 30 10 14.5 7.25 48.7 4.9 0.064842 0.027784 48.7 4.9 19.8 0.661 0.472 28 E 21.5 9.5 14.5 7.25 38.9 4.1 0.054541 -0.34468 38.9 4.1 15.8 0.737 0.527 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 {� 0 0 0.0 0.0 0.0 Tf- i Fanno Rigid Analysis (BLDG A) thick walls 12- 20 -06.xis 12/20/2006 Page 1 of 3 Panel Shear Shear Shear Redundancy Shear Shear I Diaphragm Shear Shea Dir Grid Width Width Height Thick. Fv+Ft Vwi *10 ri V *ri vri Shear fri v- ' (ft) (ft) (ft) (in) (kips) (kit) Vi *Lw (kips) (klf) (kips) (klf) (ktf) 3rd FLOOR Vi = 569 2 D 14.25 4.25 13.5 9.25 19.2 4.5 0.07959 0.393235 24.5 5.8 14.1 0.991 0.708 Y 6 I 5 5 13.5 7.25 11.8 2.4 0.041641 - 1.07105 15.1 3.0 13.0 2.592 1.851 3 8 I 5 5 13.5 7.25 12.6 2.5 0.044218 - 0.89209 16.0 3.2 13.8 2.762 1.973 12 H 9.67 4.67 13.5 9.25 24.0 5.1 0.090523 0.587298 30.6 6.6 1 20.6 2.131 1.522 S �/ L 14 B 22.25 10,25 13.5 9.25 84.8 6.3 0.145507 1.121125 108.0 10.5 63.9 2.871 2.051 ----1 15 B 22.25 10.25 13.5 9.25 84.8 8.3 0.145507 1.121125 108.0 10.5 I 63.9 2.871 2.051 17 H 9.67 4.67 13.5 9.25 24.0 5.1 0.090523 0.587298 30.6 6.6 20.6 2.131 1.522 21 I 5 5 13.5 7.25 12.6 2.5 0.044218 -0.89209 16.0 3.2 13.8 2.762 1.973 23 I 5 5 13.5 7.25 11.8 2.4 0.041641 - 1.07105 15.1 3.0 13.0 2.592 1.851 27 D 14.25 4.25 13.5 9.25 19.2 4.5 0.07959 0.393235 24.5 5.8 14.1 0.991 0.708 29 F 33 13 13.5 9.25 126.6 8.7 0.171298 1.253453 161.2 12.4 1 91.0 2.758 1.969 = 30 F 33 13 13.5 9.25 126.6 9.7 0.171298 1.253453 161.2 12.4 91.0 2.756 1.969 31 J 17 16 13.5 8 115.8 7.2 0.127263 0.995137 147.4 9.2 103.3 6.078 4.341 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 ' 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 1 E 21.5 9.5 13.5 7.25 28.2 3.0 0.052179 -0.45082 28.2 3.0' 19.2 0.894 0.639 X 3 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 4 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 5 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.07316 35.1 3.5 23.9 0.798 0.570 7 G 20 10 13.5 7.25 42.1 4.2 0.073974 0.271244 42.1 4.2 28.7 1.435 1.025 9 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.07316 35.1 3.5 23.9 0.798 0.570 10 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 11 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 13 C 14.67 4.67 13.5 7.25 10.8 2.3 0.040772 - 1.13651 10.8 2.3 7.4 0.504 0.360 16 C 14.67 4.67 13.5 7.25 10.8 2.3 0.040772 - 1.13651 10.8 2.3 7.4 0.504 0.360 18 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 19 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.8 0.798 0.570 20 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.07316 35.1 3.5 23.9 0.798 0.570 22 G 20 10 13.5 7.25 42.1 4.2 0.073974 0.271244 42.1 4.2 ' 28.7 1.435 1.025 t 24 A 30 10 13.5 7.25 35.1 3.5 0.061685 - 0.07316 35.1 3.5 23.9 0.798 0.570 \ i 25 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 I 23.9 0.798 0.570 26 A 30 10 13.5 7.25 35.1 3.5 0.061685 -0.07316 35.1 3.5 23.9 0.798 0.570 28 E 21.5 9.5 13.5 7.25 28.2 3.0 0.052179 - 0.45082 28.2 3.0 19.2 0.894 0.639 / na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0 0 0.0 0.0 0.0 ftl 1 Lii l Fanno Rigid Analysis (BLDG A) thick walls 12- 20- 06.xls 12/20/2006 Page 2 of 3 • Panel Shear Shear Shear Redundancy Shear Shea Diaphragm Shear Shear Dir Grid Width Width Height Thick. Fv+Ft Vwi *10 ri V v *ri Shear f'ri (ft) (ft) (ft) (in) (kips) (klf) Vi *Lw ki• ) klf) (kips) (klf) (klf) Roof 2 D 14.25 4.25 14 9.25 8.1 1.9 10.4 2.4 ' 10.4 0.727 0.519 Y 6 I 5 5 14 7.25 1.7 0.3 2.1 0.4 21 0.423 0.302 8 I 5 5 14 7.25 1.7 0.3 2.2 0.4 2.2 0.440 0.314 12 H 9.67 4.67 14 9.25 7.9 1.7 10.0 2.1 10.0 1.034 0.739 14 B 22.25 10.25 14 9.25 34.6 3.4 44.1 4.3 44.1 1.982 1.416 15 B 22.25 10.25 14 9.25 34.6 3.4 44.1 4.3 44.1 1.982 1.416 17 H 9.67 4.67 14 9.25 7.9 1.7 10.0 2.1 10.0 1.034 0.739 21 I 5 5 14 7.25 1.7 0.3 2.2 0.4 2.2 0.440 0.314 23 I 5 5 14 7.25 1.7 0.3 2.1 0.4 2.1 0.423 0.302 27 D 14.25 4.25 14 9.25 8.1 1.9 10.4 2.4 10.4 0.727 0.519 29 F 33 13 14 9.25 55.2 4.2 70.3 5.4 70.3 2.129 1.521 30 F 33 13 14 9.25 55.2 4.2 70.3 5.4 70.3 2.129 1.521 /.1., GA �� 31 J 17 16 14 8 34.6 2.2 44.1 2.8 44.1 2.595 1.853 na na 0 1 0 100 0.0 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 > 0.0 1 E 21.5 9.5 14 7.25 11.1 1.2 11.1 1.2 11.1 0.518 0.370 X 3 A 30 10 14 7.25 14.7 1.5 14.7 1.5 ) 14.7 0.489 0.349 4 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 5 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 7 G 20 10 15.5 7.25 13.7 1.4 13.7 1.4 13.7 0.686 0.490 9 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 10 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 11 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 13 C 14 67 4.67 14 7.25 4.2 0.9 4.2 0.9 ( 4.2 0.286 0.205 16 C 14.67 4.67 14 7.25 4.2 0.9 4.2 0.9 4.2 0.286 0.205 18 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 19 A 30 10 14 7.25 14.7 1.5 14,7 1.5 14.7 0.489 0.349 20 A 30 10 14 7.25 14.7 1.5 14.7 1.5 ( 14.7 0.489 0.349 22 G 20 10 15.5 7.25 13.7 1.4 13.7 1.4 13.7 0.686 0.490 24 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 25 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 26 A 30 10 14 7.25 14.7 1.5 14.7 1.5 14.7 0.489 0.349 ('v 28 E 21.5 9.5 14 7.25 11.1 1.2 11.1 1.2 11.1 0.518 0.370 na na 0 1 0 100 0.0 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 0.0 na na 0 1 0 100 0.0 0.0 0.0 0.0 0.0 1 CI Fanno Rigid Analysis (BLDG A) thick walls 12- 20-06.xls 12/20/2006 Page 3 of 3 ,c- V K CONSULTING Joe nno Ce€,4 "i N G I 1 �Y G S Client -�" 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No �v�y�7 By P 503.222.4453 503.248.9263 ® Date - I �P Sheet No. R_A-q C EGC - / 7E-,n ,2 /0 C %S _ Wes- - i•-e., e STt FrffdLI . 4 /...sCi / i Co "/N EGTi 0Ae rilte1.4 ve e__ W _ I / � LE.r`TT -4 ( Q. Ta C4,4, „,"p...i) I I_ L },/SS 6 ✓ t4 7 /crencs f 1/s .v1 (Cp e ?q • 5Z-) (t)L~' , Gt, zyk-- f /,z Ate( zy)- - 4,34 4c -- 7;::O r»vsl L-L?A[ [,4(._/iJC ...DC... ✓MY- -'S a, ZS I we- . L -/ Hs s wl A4-$011-1.-. Lc) c ^t+ i• — g' (Tv Pok.. w I °oTct� 1_= z” ( F. Le i. i = /8z5 < , /off �•4. 0, '7'4 .. 1 /2,2"5 li fr,z5 ---> Use : % " .40.0 pr. -497 Ts /o k/aX % 7P „w X 3.4 , 4 - �q o7 . Z j -c.,E_ y , 5- i o , L_ ) Z , , v = /6,7 9 < 39o7 N 4., ►� " =_ /50‹, <Y4,71 v d .�. w � °� °� � -� Job i �� CONSULTIN ENGINEERS Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No 7 By 1 P; 503.222.4453 503.248.9263 ® Date L 440 sheet No. I 17,___„,,, -, .4/0 3 0,- ...4.<-1-- ` =z y'- ci,L. = //- , u- =/t- R,,_ , -z(,,) -t- bee(/).- 3y K TS okSk % 7 R, A = 3 `rC4�l z - .3Zl� f � � b.ZS / ' Pa,p -� _ 3 ee) = d, 1, Iz V-- = i/2 " 14 P /o ?c/D x /j ,? �� - 3y �� _ .� d3 /z, - ZOPA " T 4 , =i L- q f' � = / /9z. < ZoBZ AY-C-7. bob" Yz fix/^ -)4, pt.erm_ / (e- s t 4 s f 7 ,, , - CONSULTING Job )--t4Yl�l n Comte. VMK a 4 ENGINEERS Client 3933 Avenue • �►J T Job No Zo Svp / B 933 SW Kelly TIv y Portland • Oregon 97239 -4393 P 503.222.4453 503.248.92630 Date Sheet No - / l3 CO,\ 11 et-7704 —� a` - ( /5� 2.. . /*/, 64Ay R.t r,JI s 2 3 0 (6 /C-1 m t ) ��- 3 (I 'S ? Ft-DO r Z1 -7 - - 7, • 5 o "u-F • Ass � 6,400,4-pd".../ e 4/8 "o -c. (s ems) Zo,0` fl J rt rt _ E4 O S t r)-E. op .•~ of 5 //0 ' X 9 = 57 `` ? zot o K- 4 n CONSULTING Job .. 1 . mss.0 '�'� k . M K E N G I N E E R S Client Job No Zo siq 7 By TNJ 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.92630 Date Sheet No Ate c .9719irz 604-Q5 (� = /00 �- _ /Do psF 160 t? iv. , - 415:6.4d.-^€.: 11 ,r.ti, ti ►f e 7 o,Cl rkgr 2 urt S704.)csrv- 0 CD a- I ,. 1I eem GSA 4411111r zt- C 7L /° ) / E3 c_D (!s C.0( 9 j - lt_ S 77-) gr..1 es. 0 C I lil I D 45- / °° ,,e kZX 1 t )) = 1.7' ? ` Floor Map RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTI'NATK=Nk Building Code: IBC g Steel Code: ASD 9th Ed. Floor Type: Second ammasewlimain { ` 3 E f . • P8 II P7 i ., 223 , -8 P7 . P8 22 1 8 [ } E # i t 1 0 a .w' im Floor Map RAM Steel v11.0 Page 2/2 to RAIN DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 MME 'LA Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Second Floor 8.7 8.0 70.0 Reducible 20.0 0.0 % Egress Load 8.7 0.0 100.0 Unreducib 0.0 0.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall L3 Folding Partition 0.000 0.000 0.175 Unreducib 0.000 0.000 le Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stack B- (1/2) 0.000 0.000 3.400 Unreducib 0.000 0.000 le P4 Stack A - (1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P5 Stack C D -(1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P6 Entry Stair 0.500 0.000 1.500 Unreducib 0.000 0.000 le P7 Stair -5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le P8 Stair -1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le , • .. ,.. Fil RAM Steel v11.0 to Load Diagram RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTERNATCNIAt Building Code: IBC Floor Type: Second Beam Number = 10 Span information (ft): I -End (24.00,46.75) J -End (46.17,46.75) P1 P2 P4 W2 W3 ■ W1 P Load Dist DL LL+ LL- Max Tot ft kips kips kips kips PI 6.333 9.515 12.152 0.000 21.667 P2 9.500 10.693 9.390 0.000 20.083 P3 17.167 1.800 3.700 0.000 5.500 P4 19.000 10.693 9.390 0.000 20.083 ft k/ft k/ft k/ft k/ft W1 0.000 0.055 0.000 0.000 0.055 W2 6.334 0.055 0.000 0.000 0.055 0.085 0.026 0.000 0.112 W3 22.166 0.085 0.026 0.000 0.112 Ell Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 'rrrEav4TQJA! Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 10 SPAN INFORMATION (ft): I -End (24.00,46.75) J -End (46.17,46.75) Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 22.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.333 9.51 5.62 24.7 7.92 0.00 0.0 0.00 Snow 9.500 10.69 12.47 24.7 0.00 0.00 0.0 0.00 Snow 19.000 10.69 12.47 24.7 0.00 0.00 0.0 0.00 Snow 17.167 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 6.334 0.026 0.000 - -- NonR 22.166 0.026 0.000 2 6.334 0.004 0.035 24.7% Red 22.166 0.004 0.035 3 0.000 0.055 0.000 - -- NonR 22.166 0.055 0.000 SHEAR: Max V (DL +LL) = 37.46 kips fv = 4.20 ksi FIT = 18.78 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 232.6 9.5 9.5 1.29 24.27 30.00 24.27 27.54 Controlling 232.6 9.5 9.5 1.29 - -- - -- 24.27 27.54 REACTIONS (kips): Left Right DL reaction 15.62 18.78 Max +LL reaction 16.37 18.68 Max +total reaction 32.00 37.46 DEFLECTIONS: Dead load (in) at 10.86 ft = -0.242 L/D = 1098 Live load (in) at 10.86 ft = -0.248 L/D = 1072 Net Total load (in) at 10.86 ft = -0.490 L/D = 542 Load Diagram FR RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 'NFERNLATrj L1 Building Code: IBC Floor Type: Second Beam Number = 12 Span information (ft): I -End (30.33,15.75) J -End (30.33,46.75) -P1 Wl W2 W3 \ . ■ P2 \ \5 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 3.499 4.251 0.000 7.749 P2 21.000 0.500 1.300 0.000 1.800 P3 25.500 0.500 1.300 0.000 1.800 P4 26.500 0.500 1.300 0.000 1.800 P5 30.500 0.500 1.300 0.000 1.800 ft k/ft k/ft k/ft k/ft W1 0.000 0.478 0.499 0.000 0.977 W2 20.250 0.478 0.499 0.000 0.977 0.270 0.352 0.000 0.622 W3 31.000 0.270 0.352 0.000 0.622 Gravity Beam Design 0 Fil RAM Steel v11.0 to RAIN DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 It•FIERNATIOIJ41 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 12 SPAN INFORMATION (ft): I -End (30.33,15.75) J -End (30.33,46.75) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 3.50 3.08 0.0 1.17 0.00 0.0 0.00 Snow 30.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 26.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 21.000 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 25.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.163 0.000 - -- NonR 31.000 0.163 0.000 2 0.000 0.062 0.499 0.0% Red 20.250 0.062 0.499 3 20.250 0.028 0.317 - -- NonR 31.000 0.028 0.317 4 0.000 0.203 0.000 - -- NonR 20.250 0.203 0.000 5 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 6 20.250 0.004 0.035 0.0% Red 31.000 0.004 0.035 7 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 23.06 kips fv = 3.61 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 172.5 18.8 0.0 1.00 23.28 33.00 23.28 33.00 Controlling 172.5 18.8 0.0 1.00 23.28 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 8.56 9.51 Max +LL reaction 9.79 13.54 Max +total reaction 18.35 23.06 DEFLECTIONS: Dead load (in) at 15.81 ft = -0.562 L/D = 662 Live load (in) at 15.97 ft = -0.693 L/D = 537 Net Total load (in) at 15.97 ft = -1.255 L/D = 296 ' voi Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 IN� 4 :.L Building Code: IBC Floor Type: Second Beam Number = 13 Span information (ft): I -End (30.33,36.00) J -End (46.17,36.00) -P1 W1 -P2 W2 1 k. \\\""\\\\ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.917 5.035 5.611 0.000 10.646 P2 10.833 1.800 3.700 0.000 5.500 ft k/ft k/ft k/ft k/ft W1 0.000 0.052 0.035 0.000 0.087 W2 15.833 0.052 0.035 0.000 0.087 Gravity Beam Design _ Fil RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 II,FR,IATIOJAI Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 13 SPAN INFORMATION (ft): I -End (30.33,36.00) J -End (46.17,36.00) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 15.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.917 5.04 5.61 0.0 0.00 0.00 0.0 0.00 Snow 10.833 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 0.000 - -- NonR 15.833 0.026 0.000 2 0.000 0.004 0.035 0.0% Red 15.833 0.004 0.035 3 0.000 0.022 0.000 - -- NonR 15.833 0.022 0.000 SHEAR: Max V (DL +LL) = 9.78 kips fv = 3.26 ksi Fv = 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 58.6 7.9 7.9 1.75 24.26 30.00 24.26 27.96 Controlling 58.6 7.9 7.9 1.75 - -- - -- 24.26 27.96 REACTIONS (kips): Left Right DL reaction 3.50 4.16 Max +LL reaction 4.25 5.61 Max +total reaction 7.75 9.78 DEFLECTIONS: Dead load (in) at 8.07 ft = -0.174 L/D = 1091 Live load (in) at 8.07 ft = -0.223 L/D = 852 Net Total load (in) at 8.07 ft = -0.397 L/D = 478 11 i_ Load Diagram . ri i v RAM Steel v11.0 to RAIN DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 IMTERNATeNAL Building Code: IBC Floor Type: Second Beam Number = 21 Span information (ft): I -End (46.17,15.75) J -End (46.17,46.75) -P1 Wl W2 W3 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 5.485 6.769 0.000 12.254 ft k/ft k/ft k/ft k/ft W1 0.000 0.478 0.475 0.000 0.953 W2 20.250 0.478 0.475 0.000 0.953 0.520 0.245 0.000 0.765 W3 31.000 0.520 0.245 0.000 0.765 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 NFEZNIATK)N4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 21 SPAN INFORMATION (ft): I -End (46.17,15.75) J -End (46.17,46.75) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 0.82 20.250 4.16 3.08 4.7 2.53 0.00 0.0 0.00 Snow 20.250 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 20.250 0.250 0.000 0.0% Red 31.000 0.250 0.000 2 0.000 0.366 0.000 - -- NonR 20.250 0.366 0.000 3 0.000 0.062 0.499 4.7% Red 20.250 0.062 0.499 4 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 5 20.250 0.004 0.035 4.7% Red 31.000 0.004 0.035 6 20.250 0.163 0.000 - -- NonR 31.000 0.163 0.000 7 20.250 0.028 0.222 4.7% Red 31.000 0.028 0.222 8 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 21.10 kips fv = 3.30 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 182.9 19.6 0.0 1.00 24.68 33.00 24.68 33.00 Controlling 182.9 19.6 0.0 1.00 24.68 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 9.39 11.36 Max +LL reaction 9.28 9.74 Max +total reaction 18.67 21.10 DEFLECTIONS: Dead load (in) at 15.97 ft = -0.660 L/D = 563 Live load (in) at 15.97 ft = -0.645 L/D = 577 Net Total load (in) at 15.97 ft = -1.305 L/D = 285 4 ,_ Fil Floor Map RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second i k i „7/11A,_ i 81 x 6 0 ■ W C.0 : Cr 1 ,: ''j CO 00 00 72 1 5.7 56 oo _ ».. A» :.N... "...... 9 CD{ { N.. - .. - ni Floor Map ri i v RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 PriEzNATIoN4 Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Second Floor 8.7 8.0 70.0 Reducible 20.0 0.0 4 Egress Load 8.7 0.0 100.0 Unreducib 0.0 0.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall L3 Folding Partition 0.000 0.000 0.175 Unreducib 0.000 0.000 le Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stack B- (1/2) 0.000 0.000 3.400 Unreducib 0.000 0.000 le P4 Stack A - (1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P5 Stack C D -(1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P6 Entry Stair 0.500 0.000 1.500 Unreducib 0.000 0.000 le P7 Stair -5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le P8 Stair -1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le t . ,. . ,. Fil Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 INREIN4 '-N4 Building Code: IBC Floor Type: Second Beam Number = 61 Span information (ft): I -End (111.00,46.75) J -End (144.00,46.75) -P1 P P3 W2 P5 W3 P4' W1 k \ N N Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.250 17.222 13.211 0.000 30.433 P2 15.667 5.986 9.427 0.000 15.413 P3 16.500 9.286 7.876 0.000 17.162 P4 23.333 4.772 8.021 0.000 12.793 P5 24.750 9.286 7.876 0.000 17.162 ft k/ft k/ft k/ft k/ft W1 0.000 0.084 0.000 0.000 0.084 W2 23.334 0.084 0.000 0.000 0.084 0.114 0.025 0.000 0.140 W3 33.000 0.114 0.025 0.000 0.140 Gravity Beam Design . ro RAM Steel v11.0 - to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 ,It Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 61 SPAN INFORMATION (ft): I -End (111.00,46.75) J -End (144.00,46.75) Beam Size (User Selected) = W24X84 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow 8.250 7.94 0.96 27.3 4.64 0.00 0.0 0.00 Snow 15.667 5.99 0.00 0.0 9.43 0.00 0.0 0.00 Snow 16.500 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow 23.333 4.77 0.77 27.3 7.46 0.00 0.0 0.00 Snow 24.750 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 23.334 0.026 0.000 - -- NonR 33.000 0.026 0.000 2 23.334 0.004 0.035 27.3% Red 33.000 0.004 0.035 3 0.000 0.084 0.000 - -- NonR 33.000 0.084 0.000 SHEAR: Max V (DL +LL) = 49.00 kips fv = 4.33 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 533.2 16.5 6.8 1.10 32.65 33.00 32.65 33.00 Controlling 533.2 16.5 6.8 1.10 32.65 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 25.85 23.76 Max +LL reaction 23.15 23.51 Max +total reaction 49.00 47.27 DEFLECTIONS: Dead load (in) at 16.33 ft = -0.735 L/D = 539 Live load (in) at 16.50 ft = -0.717 L/D = 552 Net Total load (in) at 16.50 ft = -1.452 L/D = 273 r rio Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 INTUNAT1C'.NAI Building Code: IBC Floor Type: Second Beam Number = 71 Span information (ft): I -End (134.33,21.75) J -End (134.33,46.75) P2 -P3 -P1 W1 W2 W . a Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 5.417 0.894 0.941 0.000 1.834 P2 20.000 0.500 1.500 0.000 2.000 P3 24.500 0.500 1.500 0.000 2.000 ft k/ft k/ft k/ft k/ft W1 0.000 0.474 0.637 0.000 1.111 W2 5.416 0.474 0.637 0.000 1.111 0.286 0.418 0.000 0.705 W3 25.000 0.286 0.418 0.000 0.705 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:34:43 I Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 71 SPAN INFORMATION (ft): I -End (134.33,21.75) J -End (134.33,46.75) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 25.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.417 0.89 0.94 0.0 0.00 0.00 0.0 0.00 Snow 20.000 0.50 0.00 0.0 1.50 0.00 0.0 0.00 Snow 24.500 0.50 0.00 0.0 1.50 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.197 0.000 - -- NonR 25.000 0.197 0.000 2 0.000 0.033 0.383 - -- NonR 25.000 0.033 0.383 3 0.000 0.186 0.000 - -- NonR 5.416 0.186 0.000 4 0.000 0.032 0.254 0.0% Red 5.416 0.032 0.254 5 5.417 0.026 0.000 - -- NonR 25.000 0.026 0.000 6 5.417 0.004 0.035 0.0% Red 25.000 0.004 0.035 7 0.000 0.026 0.000 - -- NonR 25.000 0.026 0.000 SHEAR: Max V (DL +LL) = 13.00 kips fv = 3.47 ksi Fy = 17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 68.5 12.2 0.0 1.00 21.41 33.00 21.41 33.00 Controlling 68.5 12.2 0.0 1.00 21.41 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 5.29 4.77 Max +LL reaction 7.35 8.23 Max +total reaction 12.65 13.00 DEFLECTIONS: Dead load (in) at 12.38 ft = -0.364 L/D = 824 Live load (in) at 12.50 ft = -0.543 L/D = 553 Net Total load (in) at 12.50 ft = -0.907 L/D = 331 ' i Fil Floor Map RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:06:45 INfrEATICNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Sec • 1 d , g, , e f t . . t f 113 , 131 : r . A. cy) D .-- ,, 4, . t 1 D 4 Nv zs 1 _ CID CSI r cC ,k. CO I : e 7 Cr) , C Ir ... :.... :�.....: • s . :.: n_......�. :.:.... _ . �..8___ 129 ____ �..�. � : : :...::�1..� : :.� ..: 1 17 1 1 1 .. , , , , : , f 1 dei ,, . „ , . Fil Floor Map RAM Steel v11.0 Page 2/2 to RAIN DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 11:06:45 frFNATICAL Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Second Floor 8.7 8.0 70.0 Reducible 20.0 0.0 . Egress Load 8.7 0.0 100.0 Unreducib 0.0 0.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall L3 Folding Partition 0.000 0.000 0.175 Unreducib 0.000 0.000 le Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stack B- (1/2) 0.000 0.000 3.400 Unreducib 0.000 0.000 le P4 Stack A - (1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P5 Stack C D -(1/2) 0.000 0.000 1.700 Unreducib 0.000 0.000 le P6 Entry Stair 0.500 0.000 1.500 Unreducib 0.000 0.000 le P7 Stair -5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le P8 Stair -1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le Load Diagram Fi RAM Steel v11.0 to RAIN DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INI ERN4T1C ,t Building Code: IBC Floor Type: Second Beam Number = 128 Span information (ft): I -End (216.17,15.75) J -End (216.17,46.75) -P2 .P4 P1 W1 W2 W4 W5 W3 \ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 9.500 1.478 2.340 0.000 3.818 P2 14.500 1.800 3.700 0.000 5.500 P3 20.333 0.870 0.105 0.000 0.975 P4 25.500 1.650 3.470 0.000 5.120 ft k/ft k/ft k/ft k/ft W1 0.000 0.370 0.391 0.000 0.761 W2 9.500 0.370 0.391 0.000 0.761 0.245 0.245 0.000 0.490 W3 20.334 0.245 0.245 0.000 0.490 0.285 0.000 0.000 0.285 W4 25.500 0.285 0.000 0.000 0.285 0.470 0.293 0.000 0.763 W5 31.000 0.470 0.293 0.000 0.763 ,- Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 InRFNATEkk Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 128 SPAN INFORMATION (ft): I -End (216.17,15.75) J -End (216.17,46.75) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.500 0.98 1.04 0.0 0.00 0.00 0.0 0.00 Snow 20.333 0.87 0.10 0.0 0.00 0.00 0.0 0.00 Snow 25.500 1.65 0.18 0.0 3.29 0.00 0.0 0.00 Snow 14.500 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow 9.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 20.334 0.250 0.000 0.0% Red 31.000 0.250 0.000 2 0.000 0.154 0.000 - -- NonR 20.333 0.154 0.000 3 0.000 0.026 0.210 0.0% Red 20.333 0.026 0.210 4 25.500 0.026 0.000 - -- NonR 31.000 0.026 0.000 5 25.500 0.004 0.035 0.0% Red 31.000 0.004 0.035 6 0.000 0.133 0.000 - -- NonR 9.500 0.133 0.000 7 0.000 0.022 0.181 0.0% Red 9.500 0.022 0.181 8 9.500 0.026 0.000 - -- NonR 20.333 0.026 0.000 9 9.500 0.004 0.035 0.0% Red 20.333 0.004 0.035 10 25.500 0.133 0.000 - -- NonR 31.000 0.133 0.000 11 25.500 0.022 0.258 - -- NonR 31.000 0.022 0.258 12 0.000 0.035 0.000 - -- NonR 31.000 0.035 0.000 SHEAR: Max V (DL +LL) = 17.17 kips fv = 3.40 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 142.9 14.5 0.0 1.00 29.76 33.00 29.76 33.00 Controlling 142.9 14.5 0.0 1.00 29.76 33.00 - -- - -- Gravity Beam Design . Fil RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTE2NAnotqk Building Code: IBC Steel Code: ASD 9th Ed. REACTIONS (kips): Left Right DL reaction 7.54 8.48 Max +LL reaction 8.91 8.69 Max +total reaction 16.45 17.17 DEFLECTIONS: Dead load (in) at 15.50 ft = -0.747 L/D = 498 Live load (in) at 15.35 ft = -0.866 L/D = 429 Net Total load (in) at 15.35 ft = -1.613 L/D = 231 Fil Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 11:06:45 INTERN:AI-0.AL Building Code: IBC Floor Type: Second Beam Number = 130 Span information (ft): I -End (216.17,41.25) J -End (226.50,41.25) P3 P1 P. P4 P5 W1 W2 0 0 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 0.333 0.500 1.300 0.000 1.800 P2 4.833 0.500 1.300 0.000 1.800 P3 5.167 0.881 1.421 0.000 2.301 P4 5.833 0.500 1.300 0.000 1.800 P5 9.833 0.500 1.300 0.000 1.800 ft k/ft k/ft k/ft k/ft W1 0.000 0.042 0.035 0.000 0.077 W2 10.333 0.042 0.035 0.000 0.077 Gravity Beam Design .. FRI RAM Steel v11.0 to RA M DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:06:45 I E 4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 130 SPAN INFORMATION (ft): I -End (216.17,41.25) J-End (226.50,41.25) Beam Size (User Selected) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 10.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.167 0.88 0.00 0.0 1.42 0.00 0.0 0.00 Snow 9.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 5.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 4.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 0.333 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 0.000 - -- NonR 10.333 0.026 0.000 2 0.000 0.004 0.035 0.0% Red 10.333 0.004 0.035 3 0.000 0.012 0.000 - -- NonR 10.333 0.012 0.000 SHEAR: Max V (DL +LL) = 5.18 kips fv = 2.76 ksi Fir = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 16.1 5.2 5.2 1.75 17.75 30.00 17.75 29.46 Controlling 16.1 5.2 5.2 1.75 - -- - -- 17.75 29.46 REACTIONS (kips): Left Right DL reaction 1.65 1.67 Max +LL reaction 3.47 3.51 Max +total reaction 5.12 5.18 DEFLECTIONS: Dead load (in) at 5.22 ft = -0.057 L/D = 2157 Live load (in) at 5.22 ft = -0.115 L/D = 1077 Net Total load (in) at 5.22 ft = -0.173 L/D = 718 ''. Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTERNATIONAL Building Code: IBC Floor Type: Second Beam Number = 138 Span information (ft): I -End (226.50,15.75) J -End (226.50,46.75) -P2 P3 P1 W1 W2 W3 W4 1 V Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 9.500 1.478 2.340 0.000 3.818 P2 14.500 1.800 3.700 0.000 5.500 P3 25.500 1.666 3.512 0.000 5.178 ft k/ft k/ft k/ft k/ft W1 0.000 0.325 0.338 0.000 0.664 W2 9.500 0.325 0.338 0.000 0.664 0.200 0.192 0.000 0.393 W3 25.500 0.200 0.192 0.000 0.393 0.325 0.416 0.000 0.741 W4 31.000 0.325 0.416 0.000 0.741 Gravity Beam Design . gil RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10 :54 :59 INfrENAMN4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 138 SPAN INFORMATION (ft): I -End (226.50,15.75) J -End (226.50,46.75) Beam Size (Optimum) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.500 0.98 1.04 0.0 0.00 0.00 0.0 0.00 Snow 25.500 1.67 0.18 0.0 3.33 0.00 0.0 0.00 Snow 14.500 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow 9.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.133 0.000 - -- NonR 9.500 0.133 0.000 2 0.000 0.022 0.181 0.0% Red 9.500 0.022 0.181 3 9.500 0.026 0.000 - -- NonR 25.500 0.026 0.000 4 9.500 0.004 0.035 0.0% Red 25.500 0.004 0.035 5 25.500 0.133 0.000 - -- NonR 31.000 0.133 0.000 6 25.500 0.022 0.258 - -- NonR 31.000 0.022 0.258 7 0.000 0.115 0.000 - -- NonR 31.000 0.115 0.000 8 0.000 0.020 0.158 0.0% Red 31.000 0.020 0.158 9 0.000 0.035 0.000 - -- NonR 31.000 0.035 0.000 SHEAR: Max V (DL +LL) = 16.23 kips fv = 3.21 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 131.0 14.5 0.0 1.00 27.29 33.00 27.29 33.00 Controlling 131.0 14.5 0.0 1.00 27.29 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 6.45 6.58 Max +LL reaction 8.48 9.65 Max +total reaction 14.93 16.23 ' ._- Gravity Beam Design .. El RAM Steel v11.0 to Page 2/2 RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 Steel Code: ASD 9th Ed. NT Building Code: IBC DEFLECTIONS: Dead load (in) at 15.35 ft = -0.609 L/D = 611 Live load (in) at 15.35 ft = -0.870 L/D = 428 Net Total load (in) at 15.35 ft = -1.479 L/D = 252 • , ' F Floor Map .- RAM Steel v11.0 tn RAM DataBase: Fanno BldgA 50psf 11-9-06 ConfRev 12/12/06 11:11:07 INTERNAi Building B lding IBC Steel Code: ASD 9th Ed. Floor Typeabigd. 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) :.:.:::::::::.:..:.:.:.:.:::.:......................................................................................,........................................................................................................................................................................................................ .:.:....-....:.:-.--.....--.....----.............:-.:.../.........:::::::.:::::::::::.:.:.:.:.:.:.:.:•:.::::::.......„.:.:::.:........................................................._......................................................................................::::::,..................::::................::::::................:::::: • 1 :.:::::::::::::.:::•::::::-:::::%:::::::::::::::::::::::...::::::::::::::::::::.::::::::::::::::::::„.::.:::::.::„.......:::::„......,...........:,......,........::::::::.:::„......................„..............::::::::::::::::„...............::::::::::.:.......:::::::::::::............,:::::::::„:„::::::::.:::,:: ::::: :::.:":.:.:.:.:.::::-.*:•:•:•:•••••••••::::.:•:•:.:*:.:•:•::::.:.:.:.:.:.:.::::::::::::::'::::•:.:::•.:-:.:*-:.::::::::.:.:.:.:,::::::::.:.:.:.:.:.:.::::::.:.:.:.:.,.....:.......................: ,......................::::::::..........::::::.............:::::. ..... ::::::::::::::::::::::•:•::::::::::::::::::::.:::::::::..............:::::::,...........::::.:.:_................................................:..::::::::::::::.::::::::::::::.,::,:::::.::::: „.„4... ,::::............................................. :.:-..........,:.:.::::.:.:.:-:.:.:-::.:.:::.:.:.:.:.:.: v+ :::.:.:.:.:.:.:.........................:: .•.•.•.•.•.....•....... ro Floor Map RAM Steel v11.0 Page 2/2 . to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 It‘RE2NATK'. Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Third Floor 8.7 8.0 70.0 Reducible 20.0 0.0 AA Egress Load 8.7 0.0 100.0 Unreducib 0.0 0.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P7 Stair -5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le P8 Stair -1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le ' Load Diagram RAM Steel v11.0 . El to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTERNATIONAL Building Code: IBC Floor Type: Third Beam Number = 10 Span information (ft): I -End (24.00,46.75) J -End (46.17,46.75) -P1 P2 P4 W2 W3 W1 P3 A Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 6.333 9.478 12.076 0.000 21.553 P2 9.500 10.693 9.390 0.000 20.083 P3 17.667 1.800 3.700 0.000 5.500 P4 19.000 10.693 9.390 0.000 20.083 ft k/ft k/ft k/ft k/ft W1 0.000 0.055 0.000 0.000 0.055 W2 6.334 0.055 0.000 0.000 0.055 0.085 0.026 0.000 0.112 W3 22.166 0.085 0.026 0.000 0.112 ro Gravity Beam Design RAM Steel v11.0 • to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 10 SPAN INFORMATION (ft): I -End (24.00,46.75) J -End (46.17,46.75) Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 22.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.333 9.48 5.62 24.7 7.84 0.00 0.0 0.00 Snow 9.500 10.69 12.47 24.7 0.00 0.00 0.0 0.00 Snow 19.000 10.69 12.47 24.7 0.00 0.00 0.0 0.00 Snow 17.667 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 6.334 0.026 0.000 - -- NonR 22.166 0.026 0.000 2 6.334 0.004 0.035 24.7% Red 22.166 0.004 0.035 3 0.000 0.055 0.000 - -- NonR 22.166 0.055 0.000 SHEAR: Max V (DL +LL) = 37.55 kips fv = 4.21 ksi Fv = 18.78 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center Max + 231.0 9.5 9.5 1.29 24.10 30.00 24.10 27.52 Controlling 231.0 9.5 9.5 1.29 - -- - -- 24.10 27.52 REACTIONS (kips): Left Right DL reaction 15.56 18.81 Max +LL reaction 16.23 18.74 Max +total reaction 31.79 37.55 DEFLECTIONS: Dead load (in) at 10.86 ft = -0.241 L/D = 1104 Live load (in) at 10.86 ft = -0.246 L/D = 1083 Net Total load (in) at 10.86 ft = -0.487 L/D = 547 } Ill : , Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 INTERNATIONAL Building Code: IBC Floor Type: Third Beam Number = 12 Span information (ft): I -End (30.33,15.75) J -End (30.33,46.75) P1 W1 W2 W3 \P2 ,;P4 ;5 & . . .\\\ : \\ .. N Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 3.442 4.134 0.000 7.576 P2 21.000 0.500 1.300 0.000 1.800 P3 25.500 0.500 1.300 0.000 1.800 P4 26.500 0.500 1.300 0.000 1.800 P5 30.500 0.500 1.300 0.000 1.800 ft k/ft k/ft k/ft k/ft W1 0.000 0.478 0.499 0.000 0.977 W2 20.250 0.478 0.499 0.000 0.977 0.270 0.352 0.000 0.622 W3 31.000 0.270 0.352 0.000 0.622 „, Gravity Beam Design w i v RAM Steel v11.0 • to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 11 ‘ 4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 12 SPAN INFORMATION (ft): I -End (30.33,15.75) J -End (30.33,46.75) Beam Size (User Selected) = W16X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 3.44 3.08 0.0 1.05 0.00 0.0 0.00 Snow 21.000 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 25.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 26.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 30.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow • LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.163 0.000 - -- NonR 31.000 0.163 0.000 2 0.000 0.062 0.499 0.0% Red 20.250 0.062 0.499 3 20.250 0.028 0.317 - -- NonR 31.000 0.028 0.317 4 0.000 0.203 0.000 - -- NonR 20.250 0.203 0.000 5 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 6 20.250 0.004 0.035 0.0% Red 31.000 0.004 0.035 7 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 22.94 kips fv = 3.70 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 171.3 18.7 0.0 1.00 25.38 33.00 25.38 33.00 Controlling 171.3 18.7 0.0 1.00 25.38 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 8.54 9.48 Max +LL reaction 9.75 13.46 Max +total reaction 18.29 22.94 DEFLECTIONS: Dead load (in) at 15.81 ft = -0.679 L/D = 547 Live load (in) at 15.97 ft = -0.836 L/D = 445 Net Total load (in) at 15.97 ft = -1.515 L/D = 245 Load Diagram ill . F v RAM Steel v11.0 to RiM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTEtr141/CN4 Building Code: IBC Floor Type: Third Beam Number = 13 Span information (ft): I -End (30.33,36.00) J -End (46.17,36.00) P1 W1 -P2 W2 ■ \\I" Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.917 5.035 5.611 0.000 10.646 P2 11.333 1.800 3.700 0.000 5.500 ft k/ft k/ft k/ft k/ft W1 0.000 0.052 0.035 0.000 0.087 W2 15.833 0.052 0.035 0.000 0.087 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 IN D'',AL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 13 SPAN INFORMATION (ft): I -End (30.33,36.00) J -End (46.17,36.00) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 15.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.917 5.04 5.61 0.0 0.00 0.00 0.0 0.00 Snow 11.333 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 0.000 - -- NonR 15.833 0.026 0.000 2 0.000 0.004 0.035 0.0% Red 15.833 0.004 0.035 3 0.000 0.022 0.000 - -- NonR 15.833 0.022 0.000 SHEAR: Max V (DL +LL) = 9.95 kips fv = 3.32 ksi Fv = 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 57.2 7.9 7.9 1.75 23.69 30.00 23.69 27.96 Controlling 57.2 7.9 7.9 1.75 - -- - -- 23.69 27.96 REACTIONS (kips): Left Right DL reaction 3.44 4.22 Max +LL reaction 4.13 5.73 Max +total reaction 7.58 9.95 DEFLECTIONS: Dead load (in) at 8.07 ft = -0.171 L/D = 1108 Live load (in) at 8.07 ft = -0.217 L/D = 874 Net Total load (in) at 8.07 ft = -0.389 L/D = 489 , . Load Diagram RAM Steel v11.0 . to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 NIVE Building Code: IBC Floor Type: Third Beam Number = 21 Span information (ft): I -End (46.17,15.75) J -End (46.17,46.75) P1 W1 W2 W3 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 5.637 7.142 0.000 12.779 ft k/ft k/ft k/ft k/ft W1 0.000 0.478 0.499 0.000 0.977 W2 20.250 0.478 0.499 0.000 0.977 0.300 0.000 0.000 0.300 W3 31.000 0.300 0.000 0.000 0.300 y Gravity Beam Design _ Fil RAM Steel v11.0 to RANI DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 INITEZ Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 21 SPAN INFORMATION (ft): I -End (46.17,15.75) J -End (46.17,46.75) Beam Size (User Selected) = W16X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 0.92 0.11 0.0 0.00 0.00 0.0 0.00 Snow 20.250 4.22 3.08 0.0 2.65 0.00 0.0 0.00 Snow 20.250 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 20.250 0.250 0.000 0.0% Red 31.000 0.250 0.000 2 0.000 0.366 0.000 - -- NonR 20.250 0.366 0.000 3 0.000 0.062 0.499 0.0% Red 20.250 0.062 0.499 4 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 18.31 kips fv = 2.96 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 171.6 18.7 0.0 1.00 25.42 33.00 25.42 33.00 Controlling 170.5 20.3 10.8 1.75 25.26 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 9.03 9.51 Max +LL reaction 9.28 7.96 Max +total reaction 18.31 17.47 DEFLECTIONS: Dead load (in) at 15.81 ft = -0.745 L/D = 499 Live load (in) at 15.81 ft = -0.749 L/D = 497 Net Total load (in) at 15.81 ft = -1.494 L/D = 249 'Y . Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno BidgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 IN T'-NN Building Code: IBC Floor Type: Third Beam Number = 25 Span information (ft): I -End (52.50,15.75) J -End (52.50,46.75) -P1 Wl W2 W3 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 0.918 0.111 0.000 1.029 ft k/ft k/ft k/ft k/ft W1 0.000 0.540 0.572 0.000 1.112 W2 20.250 0.540 0.572 0.000 1.112 0.630 0.385 0.000 1.015 W3 31.000 0.630 0.385 0.000 1.015 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 11:11:07 M� Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 25 SPAN INFORMATION (ft): I -End (52.50,15.75) J -End (52.50,46.75) Beam Size (User Selected) = W16X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 0.92 0.11 0.0 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 20.250 0.250 0.000 0.0% Red 31.000 0.250 0.000 2 0.000 0.163 0.000 - -- NonR 20.250 0.163 0.000 3 0.000 0.028 0.222 0.0% Red 20.250 0.028 0.222 4 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 5 20.250 0.004 0.035 0.0% Red 31.000 0.004 0.035 6 0.000 0.257 0.000 - -- NonR 31.000 0.257 0.000 7 0.000 0.044 0.350 0.0% Red 31.000 0.044 0.350 8 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 17.41 kips fv = 2.81 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 136.3 15.7 0.0 1.00 20.20 33.00 20.20 33.00 Controlling 136.3 15.7 0.0 1.00 20.20 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 8.86 9.77 Max +LL reaction 8.55 7.27 Max +total reaction 17.41 17.05 DEFLECTIONS: Dead load (in) at 15.66 ft = -0.659 L/D = 565 Live load (in) at 15.50 ft = -0.573 L/D = 649 Net Total load (in) at 15.50 ft = -1.232 L/D = 302 3 .... Fil Floor Map RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTEN.ATK)'!AL_ Building Code: IBC Steel Code: ASD 9th Ed. Floor T ype: Third .•:::-"•::••••••••••::::•:••••••:•:-:•:.:.:•:•. lour ... . •........... s: :F :::::::::::::::i:::i:::::::..•:IiiIi::::::::::::::::I::::.iii•:1: ,:::.::•:::•::"..•::•:::::?:;•:::::::.:.:••••.:•:• ••••:::.:••••••::::-...•-•:::::•••••:-...:...:.....:.•••..i.:.••.::•••:::::i ....•..........:.::.:::.:::::::::..!....••••••••!...:::::.::::::....1.:::::•.:::::::•1:::::::.:::::.::::::::::::::;iiii....-iii....t........1.::::::::::•••••i•::::::..........i.....................::::....i......................................::.:::::::......:::: 1 11 12 1 L G. • I , I /.'� r 7dd8, 11 4 r I . i M f ::: :::::.................::::::....;.. M 1.8_ - - 1 9 •r : N : : 1 0 9 :•I•: c 1:) :.::-::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.:.:::::::::::::::::::::.:.:::::::::::::::::::::::::::::.:::::::::::......:::::::.:.::::::.:.:.::::.:.,.......::::..........::::..........::::::.:.::::::::::::.::::::.,....::::::::::.:.::::::.:.:.:.:.:................... 1 2 .... . . . . . . . . . . . . . . ....................... ,:.:.:............... . . . . . . . . . . .................. ......... ...................... 1 .:.:.::::::::::•:•,....,:.:::::.:.:.:.:.:.:.:.:.:....,.,:::::,:,................................ RAM Steel v11.0 Page 2/2 to Floor Map RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INMNAIVNAL Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Third Floor 8.7 8.0 70.0 Reducible 20.0 0.0 A Egress Load 8.7 0.0 100.0 Unreducib 0.0 0.0 le Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P7 Stair -5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le P8 Stair -1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le Load Diagram - i v RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 ii•FE's\LAiioN4t Building Code: IBC Floor Type: Third Beam Number = 118 Span information (ft): I -End (216.17,15.75) J -End (216.17,46.75) -P2 -P4 P1 W1 W2 W3 W4 WS P3 ■ . ■ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 9.500 1.478 2.340 0.000 3.818 P2 13.333 1.800 3.700 0.000 5.500 P3 20.333 0.120 0.105 0.000 0.225 P4 25.500 1.650 3.470 0.000 5.120 ft k/ft k/ft k/ft k/ft W1 0.000 0.375 0.391 0.000 0.766 W2 9.500 0.375 0.391 0.000 0.766 0.250 0.245 0.000 0.495 W3 20.333 0.250 0.245 0.000 0.495 0.040 0.000 0.000 0.040 W4 25.500 0.040 0.000 0.000 0.040 0.225 0.293 0.000 0.519 W5 31.000 0.225 0.293 0.000 0.519 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 imrRNATioNk Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 118 SPAN INFORMATION (ft): I -End (216.17,15.75) J -End (216.17,46.75) Beam Size (User Selected) = W16X40 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.500 0.98 1.04 0.0 0.00 0.00 0.0 0.00 Snow 20.333 0.12 0.10 0.0 0.00 0.00 0.0 0.00 Snow 25.500 1.65 0.18 0.0 3.29 0.00 0.0 0.00 Snow 13.333 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow 9.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.154 0.000 - -- NonR 20.333 0.154 0.000 2 0.000 0.026 0.210 0.0% Red 20.333 0.026 0.210 3 25.500 0.026 0.000 - -- NonR 31.000 0.026 0.000 4 25.500 0.004 0.035 0.0% Red 31.000 0.004 0.035 5 0.000 0.133 0.000 - -- NonR 9.500 0.133 0.000 6 0.000 0.022 0.181 0.0% Red 9.500 0.022 0.181 7 9.500 0.026 0.000 - -- NonR 20.333 0.026 0.000 8 9.500 0.004 0.035 0.0% Red 20.333 0.004 0.035 9 25.500 0.133 0.000 - -- NonR 31.000 0.133 0.000 10 25.500 0.022 0.258 - -- NonR 31.000 0.022 0.258 11 0.000 0.040 0.000 - -- NonR 31.000 0.040 0.000 SHEAR: Max V (DL +LL) = 16.02 kips fv = 3.28 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 132.9 13.3 0.0 1.00 24.64 33.00 24.64 33.00 Controlling 132.9 13.3 0.0 1.00 24.64 33.00 - -- - -- REACTIONS (kips): • Gravity Beam Design ' RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INITHNATIc.NAL Building Code: IBC Steel Code: ASD 9th Ed. Left Right DL reaction 6.97 5.80 Max +LL reaction 9.05 8.55 Max +total reaction 16.02 14.34 DEFLECTIONS: Dead load (in) at 15.04 ft = -0.603 L/D = 616 Live load (in) at 15.04 ft = -0.847 L/D = 439 Net Total load (in) at 15.04 ft = -1.451 L/D = 256 :: El Load Diagram RAM Steel v11.0 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 InTEzN4ToNAI Building Code: IBC Floor Type: Third Beam Number = 120 Span information (ft): I -End (216.17,41.25) J -End (226.50,41.25) -P3 P1 P2 P4 P5 Wl ' - 1 .- I Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 0.333 0.500 1.300 0.000 1.800 P2 4.833 0.500 1.300 0.000 1.800 P3 5.167 0.881 1.421 0.000 2.301 P4 5.833 0.500 1.300 0.000 1.800 P5 9.833 0.500 1.300 0.000 1.800 ft k/ft k/ft k/ft k/ft W1 0.000 0.042 0.035 0.000 0.077 W2 10.333 0.042 0.035 0.000 0.077 ,. Gravity Beam Design ... Fil RAM Steel vl l.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 INTEZNAT10NAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 120 SPAN INFORMATION (ft): I -End (216.17,41.25) J -End (226.50,41.25) Beam Size (User Selected) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 10.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.167 0.88 0.00 0.0 1.42 0.00 0.0 0.00 Snow 9.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 5.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 4.833 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow 0.333 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 0.000 - -- NonR 10.333 0.026 0.000 2 0.000 0.004 0.035 0.0% Red 10.333 0.004 0.035 3 0.000 0.012 0.000 - -- NonR 10.333 0.012 0.000 SHEAR: Max V (DL +LL) = 5.18 kips fv = 2.76 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 16.1 5.2 5.2 1.75 17.75 30.00 17.75 29.46 Controlling 16.1 5.2 5.2 1.75 - -- - -- 17.75 29.46 REACTIONS (kips): Left Right DL reaction 1.65 1.67 Max +LL reaction 3.47 3.51 Max +total reaction 5.12 5.18 DEFLECTIONS: Dead load (in) at 5.22 ft = -0.057 L/D = 2157 Live load (in) at 5.22 ft = -0.115 L/D = 1077 Net Total load (in) at 5.22 ft = -0.173 L/D = 718 r Load Diagram -.. Fil RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 ,NfERNATCNAL Building Code: IBC Floor Type: Third Beam Number = 127 Span information (ft): I -End (226.50,15.75) J -End (226.50,46.75) P2 P3 P1 W1 W2 W3 W4 ■ .'‘ \lX, ■ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 9.500 1.478 2.340 0.000 3.818 P2 13.333 1.800 3.700 0.000 5.500 P3 25.500 1.666 3.512 0.000 5.178 ft k/ft k/ft k/ft k/ft W1 0.000 0.325 0.338 0.000 0.664 W2 9.500 0.325 0.338 0.000 0.664 0.200 0.192 0.000 0.393 W3 25.500 0.200 0.192 0.000 0.393 0.325 0.416 0.000 0.741 W4 31.000 0.325 0.416 0.000 0.741 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 IN ^1q Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 127 SPAN INFORMATION (ft): I -End (226.50,15.75) J -End (226.50,46.75) Beam Size (Optimum) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.500 0.98 1.04 0.0 0.00 0.00 0.0 0.00 Snow 25.500 1.67 0.18 0.0 3.33 0.00 0.0 0.00 Snow 13.333 1.80 0.00 0.0 3.70 0.00 0.0 0.00 Snow 9.500 0.50 0.00 0.0 1.30 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.133 0.000 - -- NonR 9.500 0.133 0.000 2 0.000 0.022 0.181 0.0% Red 9.500 0.022 0.181 3 9.500 0.026 0.000 - -- NonR 25.500 0.026 0.000 4 9.500 0.004 0.035 0.0% Red 25.500 0.004 0.035 5 25.500 0.133 0.000 - -- NonR 31.000 0.133 0.000 6 25.500 0.022 0.258 - -- NonR 31.000 0.022 0.258 7 0.000 0.115 0.000 - -- NonR 31.000 0.115 0.000 8 0.000 0.020 0.158 0.0% Red 31.000 0.020 0.158 9 0.000 0.035 0.000 - -- NonR 31.000 0.035 0.000 SHEAR: Max V (DL +LL) = 16.02 kips fv = 3.17 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 130.2 13.3 0.0 1.00 27.12 33.00 27.12 33.00 Controlling 130.2 13.3 0.0 1.00 27.12 33.00 - -- REACTIONS (kips): Left Right DL reaction 6.52 6.51 Max +LL reaction 8.62 9.51 Max +total reaction 15.14 16.02 rti Gravity Beam Design RAM Steel v11.0 Page 2/2 . to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 12/12/06 10:54:59 NT Building Code: IBC Steel Code: ASD 9th Ed. DEFLECTIONS: Dead load (in) at 15.19 ft = -0.606 L/D = 614 Live load (in) at 15.35 ft = -0.864 L/D = 430 Net Total load (in) at 15.35 ft = -1.470 L/D = 253 e . -' e ''!:i:`:-;A: "' ,,�� r CONSULTING Job / ( k • (t ,.. .• h'hxSn ..`, ENGINEERS � Job N o By r ] - 'N 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263M Date ,c 44 Sheet No I C - /7M M +.�Ery L' pc--1 F-- 1 :7)a4-) t 7 , u p'- - = 74 S (As UF`'' r %a I t -7-ztPE- Ny C.3)1 5 EA R 5/ e d- le A . 3/ ; ee) — � 7 " o . /JO E-S;) rc -fi-1r ,01-#2.... 4774 = 45' 1- y f- y° ii-As" // } bL s,z,c VLMK Consulting Engineers Title : Job # @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description 503.222.4453 / 503.248.9263 fax Scope : / I 2 3 Rev 530006 ( r User KW -0602728, Ver 5.80, 1 -Dec -2003 Steel Beam Design Page 1 (01983 -2003 ENERCALC Engineering Software ,` s "'xsr. . , o • .! 1r,'I msa. :x -Pg. ,.. s„.r g fanno creek eCW. .._.. Description Elevator Beam - Center of shaft each floor "� General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 t Steel Section : TS8X6X1 /4 Fy 46.O0ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 10.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Minor Axis Bending ! Point Loads Note! Short Term Loads Are WIND Loads.. #1 # 2 #3 #4 r # 5 # 6 # 7 Dead Load 4.000 Live Load k Short Term k Location 5.000 k ft ° ° °° Beam OK Using' TS8X6X1 /4 section, Span = 10.00ft, Fy = 46.Oksi Static Load Case Governs Stress End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 10.280 k -ft 32.637 k -ft fb : Bending Stress 9.563 ksi 30.360 ksi Max. Deflection 0.133 in fb / Fb 0.315:1 Length /DL Defl 901.3: 1 Shear Length /(DL +LL Defl) 901.3 : 1 2.112 k 27.600 k fv : Shear Stress 0.704 ksi 18.400 ksi fv / Fv 0.038: 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only (a7 Center (a Center (a. Cants (a) Cants Max. M + 10.28 k -ft 10.28 Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft k -ft Shear @ Left 2.11 k 2.11 k Shear @ Right 2.11 k 2.11 k Center Defl. -0.133 in -0.133 0.000 -0.133 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0 000 0.000 0.000 in Reaction @ Left 2.11 2.11 2.11 k Reaction @ Rt 2.11 2.11 2.11 k Fa calc'd per Eq. E2 -1, K`LJr < Cc • General Criteria RAM Manager v11.0 to F- RANI DataBase: Fanno B1dgA 50psf 8 -15 -06 A` 09/12/06 16:41:25 INWERNATCNAL Building Code: IBC BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Snow Loads, Ignore Roof Live Loads DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Unreducible Levels: Yes Include Storage Levels: Yes SELF - WEIGHT: Automatically calculate and include Self - Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Slabs / Decks: Yes Automatically calculate and include Self- Weight for Story Masses: Beams: No Columns: No Walls: Yes Include full mass of walls below only Slabs / Decks: No Beam Design Criteria RAM Steel v11.0 to F-Z ®� DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 NrRNATcNAL RAIN Building Code: IBC Steel Code: ASD 9th Ed. TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb =1 for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init +Superimp- Camber): 240.0 2.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 2.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 2.0 Alternate Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 600.0 1.5 Total Superimposed: 0.0 0.0 Total (Init +Superimp- Camber): 360.0 3.0 Shored Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Noncomposite Dead Load: 0.0 0.0 Beam Design Criteria RAM Steel v11.0 page 2/2 to F RAM DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 Building Code: IBC Steel Code: ASD 9th Ed. Live Load: 600.0 0.0 Total Load: 360.0 1.5 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 25.0 ft Do not Camber Beams with Weight < 0.0 lbs /ft Do not Camber Beams with Weight > 1000.0 lbs /ft Do not Camber Beams with Depth < 14.0 in Do not Camber Beams with Depth > 100.0 in Percent of Dead Load used for Camber: 80.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.500 Minimum Camber (in): 1.000 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 25.0 ft Do not Camber Beams with Weight < 0.0 lbs /ft Do not Camber Beams with Weight > 1000.0 lbs /ft Do not Camber Beams with Depth < 14.0 in Do not Camber Beams with Depth > 100.0 in Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.500 Minimum Camber (in): 1.000 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Uniform Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web r ii RAM Steel v11.0 Joist Design Criteria RAM to F -L1 INTENAMINAL DataBase: Fanno B1dgA 50psf 8 -15 -06 09/12/06 16:41:25 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non - uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non - uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % JOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (1c/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 2.0 Alternate Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 600.0 0.0 Total Load: 360.0 1.5 Note: 0.0 indicates No Limit O z r;OfillWitill o y o M � 24K7 281(9 241(7 w 28K9 r.Z d B 71 D in 221(6 28K7 p O. t O O • C4 xxGSP 22K6 281(7 xxGSP n 0 ED CD O 12K1 xxGSi i ; xxGSP § 12K1 a„ < O 121(1 xxGSP xxGSP 12K1 I-- O 3 O . . li 121(1 xxGSP x xGSP 121(1 Q 121(1 xxGSP xxGSP 12K1 II O 12}(1 § xxGSPc, xxGSP 12K1 "0 o `S. 10 `° ''h 121(1 R xxGSP0 xxGSP T 12K1 . - ■ 121(1 221(6 a 281(7 12K1 Z..., O O\ 12K1 221(6 28/(7 12K1 121(1 22K6 281(7 § 121(1 0 co 12K1 R 221(6 281(7 12K1 0 12K1SP 0 W8x10 W8 0 261(8 12K1SP CT` \ 10K1 22K7 26K9 10K1 10K1 § 22K7 26K9 10K1 O z 101(1 221(7 26K9 R 101(1 4 — 12K1SP 22K6 ❑ 261(8 0 12K1SP— �, . 12K1 22K6 281(7 12K1 12K1 § 22K6 281(7 12K1 12K1 R 221(6 281(7 12K1 121(1 - 22K6 281(7 fl 1.,1 a v 121(1 22K6 281(7 121(1 12K1 xxGSP 10 g 28K7 I 12K1 12K1 xxGSP 0 281(7 ) i 12K 121(1 xxGSP I 28K7 121(1 121(1 xxGSP § 281(7 12 • - 121(1 - - _ _ xxGSP - 281(7 , 12K1 o I i 121(1 xxGSP, W8x10 28K7 12K - . 1 - cr VD W12x19 22K7 26K9 19 ' ` CAD co 261(9 32LH06 • 0 .� W10x12 Li 161(3 20K5 W8x10 _ \ O C C/D CT 18K3 241(4 F -1 — _� ' " C ■ m C - - - =� 6k 24K7 6k O k 28K9 8k E d 4 o 6k 24K7 6k .7k 28K9 7k " ' n Cl) a o 'ri 0 6k 22K6 6k�7k 28K7 7k Li— N. c `, — 'E o 0 W 3kxxGSP3k 5 k 22K6 5k : 6k 28K7 6k 3 kxxGSP3k qaa. 0 Y 3k 12K 1 3k 8k xxGSP 3k ✓8x 13k- -7k xxGSP 6k 3k 12K 1 3k � p } D n N 6 co 3k 12K1 3k 8k xxGSP 13k 8k xxGSP 6k 7- 3k 12K1 3k co o 3k 12K1 3k�8k xxGSP 13k 4 xxGSP 7k�3k 12K1 3k c n A- 3k 12K1 3k 8 k xxGSP 14k 8k xxGSP 7k 3k 12K1 3k 0 o a A- 3k 12K1 3k F8k xxGSP 12k ,8k xxGSP 7k F3k 12K1 3k co 6 im 6 3k 12K1 3k 7- 8k xxGSP 9k 7k xxGSP 7k T 3k 12K1 3k O O 3k 12K1 3k6k 22K6 6k 7k 28K7 7k ❑ 3k 12K1 3k 4 3k 12K1 3k 5k 22K6 5k 6k 28K7 6k 0 3k 12K1 3k 0 3k 12K 1 3k F5k 22K6 5k F6k 28K7 6k F3k 12K 1 3k in b 3k 12K1 3k 7 5k 22K6 5k 6k 28K7 6k 7 3k 12K1 3k / 3k12K1SP3kL2k'8x 2k 1117k 26K8 7k13k12K1SP3k 0 2k OK 2k 6k 22K7 6k 7k 26K9 7k 2k OK 2k 2k OK 2k F6k 22K7 6k i7k 26K9 7k ZkOK 2k N 6 co p 2kOK2k 6k 22K7 6k 7 7 26K9 7k 2kOK2k K 1 S Pak L i 22K6 6k7k 26K8 7k 3k12K 1 S co \ o E 2K 1 3k 1 6k 22K6 5k 6k 28K7 6k � k 12K 1 3k a N 1 CD CA 01 d 5 silt 1LK1 3K ''OK LLKb bK 1'bK JiSf bK I 12K1 3K °"11 J o G 3k12K1SP3k��2k'8x'2k '116A -7k 26K8 7k- ? 3k12K1SP3k - M N co 2kOK2k 6k 22 K7 6k 7k 26K9 7k 2kOK2k CO d y o a. t 2kOK2k 16k 22K7 6k bk 26K9 7k 12kOK2k n CD P N C ° c. ' < co 2kOK2k 6k 22K7 6k 7 k 26K9 7k 2kOK2k Ea' c 0 n - 3k12K1SP3kZ6k 22K6 6k ff7k 26K8 7ki3k12K1SP33k- 0') c.- N 7.1 tt O 3k 12K1 3k 7 5k 22K6 5k 7 6k 28K7 6k 3k 12K1 3k -- V) 3k 12K1 3k '5k 22K6 5k 6k 28K7 6k g 12K1 3k 17 o • O O\ 3k 12K1 3k 7- 5k 22K6 5k 76k 28K7 6k 3k 12K1 3k , _ n 0 . " --O 3k 12K1 3k�6k 22K6 6k� ET 7k 28K7 7k �3k 12 3k LLJJ E. 3k 12K1 3k 6k 22K6 6k 7k 28K7 7k 3k 12KJ 3k 3k 12K1 3k gSk xxGSP 8k 7k 28K7 7k 3k 12K1 3k is n3k 8x13k 3k 12K1 3k 9k xxGSP 13k 7k 28K7 7k r 12K 3k 10: O W 3k 12K1 3ka9k xxGSP o 14 -7k 28K7 1 7k 3k 1215 3k " 3k 12K1 3k 9k xxGSP ZS 14k F6 28K7 6k 3k 12K 3k -- 0 3k 12K1 3k 9k XXGSP o 14k�6k 28K7 / 6k• 3k 1 1 3k - - -2 §3kv8x1 7C 3k 12K1 3k 78k o GSP ,S- -- - - k- 6k 28K7 6k 53k 12 1 3k ``� o RI x 3kW12x196k,f6k 22K7 6kd7k 26K9 7k�6kW 2x194k " 4 00 \- i ,7k 26K9 7k 9k 32LH06 9k CD V 2kJV10x122k 16K3 4k 6k 20K5 6kD-2kW8x102k,�� . / '. c ' ro 4k 18K3 4k 6k 24K4 6k n _, 0 0 \ --. m ' 'r > L.,.. . - ,\,. rz� L--- a F Floor Map 'r RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTERNAPO•,AL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Roof i •�7 8 &` 5.7,' 3 I t1 - - r _ - ,, • i r I D i r �: 0 .?� 7 ) M � V rim Floor Map . , ,e RAM Steel v11.0 Page 2/2 ' to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 - 1141t ' L4 TIU,at Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads t)Eelc 5 e...f wT. Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Roof 17.0 + 3.0 0.0 0.0 Unreducible 0.0 0.0 Rooftop Mechanical 75.0 0.0 25.0 Unreducible 0.0 0.0 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P3 Mechanical -Roof 2.250 0.000 2.250 Unreducible 0.000 0.000 - 11 4 pll Floor Map ' ., RAM Steel v11.0 tn RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 IMErJV4,A Building Code: IBC g Steel Code: ASD 9th Ed. Floor Type: Roof 1 , \ 4 -- \` X \ 1 8 \ 8,",,f58 8 .7 9 p 11 ,. -, I: . N i . { f : CJ -•� t.. q ' I 1,1.I it 0 Flo Floor Map RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTENkTr A Building Code: IBC b Steel Code: ASD 9th Ed. Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 I I psf psf psf Snow Constant 25.000 �1 ,...-. ' _ o -,ZE 11.11114 ■ 7441 3 4 - E � yy N 5 N 6 co 'Z7 I-I ".' 2 tO 4 6 " ' ""� . IS 12 13 1 14 15 0 16 1 7 21— 19 20 p < 22 23 00 25 26 MI O 28 29 32 34 ' n O. Co 36 37 39 40 Y w V crt 41 42 °° 44 w 45 46 Q1 -1 ►* 47 48 63— 49 50 51 52 54 56 ■0 E El O 58 59 60 61 ' " CT 62 cn 63 to 64 cn 65 w C)1 V 66 67 68 69 co C g 70 8 74 76 171 83 84 ., N O O 86 87 88 89 "t 13 90 91 93 95 15' ur 97 98 99 100 101 ` p 102 103 v 104 105 Iv 106 107 98 109 110 112 fl 11- ,: T';) 116 117 118 119 \ 121 122 124 7 1 .A _126 I rn 127 128 w 130 it 13 132 133 m o 136 / 1 : 7 ' 139 140 �`'n 142 14 II� v 145 1461 4- 148 • 1 151 152 X150 153 154 _� - Ti 55 1 G 158 0 1 '19- cc , n -17 CD « � 162 163 on o G. . 165 �. 166 u 1r _ 0 — 1-21' 4 0 -21 fl � ° O CA 0 N 168 169 N C7 r _I N . • 2.I aJ t1 0 vii r . 4 Load Diagram RAM Steel v11.0 F'!3 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTERNATKDN4 Building Code: IBC Floor Type: Roof Beam Number = 10 Span information (ft): I -End (24.00,46.75) J -End (46.17,46.75) P4 P2 P1 P3 W1 2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.125 4.881 6.101 0.000 10.981 P2 14.250 8.980 9.611 , 0.000 18.591 P3 15.250 1.604 1.023 0.000 2.626 P4 21.375 12.459 11.384 0.000 23.843 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 22.166 0.000 0.000 0.000 0.000 , ,..._ Fil RAM Steel v11.0 to Load Diagram RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INITE2NATC,N4 Building Code: IBC Floor Type: Roof Beam Number = 33 Span information (ft): I -End (52.50,46.75) J -End (82.50,46.75) P1 -P2 P4 P3 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.500 13.217 11.949 0.000 25.167 P2 15.000 12.513 11.528 0.000 24.041 P3 19.667 1.709 1.084 0.000 2.794 P4 22.500 9.470 10.126 0.000 19.596 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 30.000 0.000 0.000 0.000 0.000 • Load Diagram ... Fil RAM Steel v11.0 /5 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 NTB\LAPCNAL Building Code: IBC Floor Type: Roof Beam Number = 113 Span information (ft): I -End (172.50,46.75) J -End (202.50,46.75) P4 P2 -1D1 P3 Wl W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.500 5.137 6.422 0.000 11.559 P2 15.000 8.830 9.837 0.000 18.667 P3 18.000 1.293 0.900 0.000 2.193 P4 22.500 12.146 11.360 0.000 23.506 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 30.000 0.000 0.000 0.000 0.000 Load Diagram .. RAM Steel v11.0 " 14P to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 IhRERN4»oNAL Building Code: IBC Floor Type: Roof Beam Number = 159 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) -P1 -P2 -P3 Wl W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.750 6.737 8.422 0.000 15.159 P2 17.500 3.995 4.994 0.000 8.988 P3 25.750 4.125 5.156 0.000 9.281 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 32.500 0.000 0.000 0.000 0.000 Load Diagram ... val RAM Steel v11.0 F, I-7 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INFERNATIc.NAL Building Code: IBC Floor Type: Roof Beam Number = 172 Span information (ft): I -End (169.50,84.25) J -End (220.33,84.25) P1 P2 -P3 P4 P5 P6 P7 W1 w2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 3.000 3.894 4.867 0.000 8.761 P2 10.500 3.994 4.992 0.000 8.986 P3 18.000 3.994 4.992 0.000 8.986 P4 25.500 3.994 4.992 0.000 8.986 P5 33.000 3.894 4.867 0.000 8.761 P6 40.125 3.794 4.742 0.000 8.536 P7 47.250 3.794 4.742 0.000 8.536 ft k/ft k/ft k/ft k/ft W1 0.000 0.116 0.000 0.000 0.116 W2 50.833 0.116 0.000 0.000 0.116 ,. Gravity Beam Design : F RAM Steel v11.0 , IS to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTPIV.4TICN4L Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number = 172 SPAN INFORMATION (ft): I -End (169.50,84.25) J -End (220.33,84.25) Beam Size (Optimum) = W30X116 Fy = 50.0 ksi Total Beam Length (ft) = 50.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 1.15 0.00 0.0 0.00 0.00 0.0 1.44 Snow 3.000 2.74 0.00 0.0 0.00 0.00 0.0 3.43 Snow 10.500 1.18 0.00 0.0 0.00 0.00 0.0 1.48 Snow 10.500 2.81 0.00 0.0 0.00 0.00 0.0 3.52 Snow 18.000 1.18 0.00 0.0 0.00 0.00 0.0 1.48 Snow 18.000 2.81 0.00 0.0 0.00 0.00 0.0 3.52 Snow 25.500 1.18 0.00 0.0 0.00 0.00 0.0 1.48 Snow 25.500 2.81 0.00 0.0 0.00 0.00 0.0 3.52 Snow 33.000 1.15 0.00 0.0 0.00 0.00 0.0 1.44 Snow 33.000 2.74 0.00 0.0 0.00 0.00 0.0 3.43 Snow 40.125 1.12 0.00 0.0 0.00 0.00 0.0 1.40 Snow 40.125 2.67 0.00 0.0 0.00 0.00 0.0 3.34 Snow 47.250 1.12 0.00 0.0 0.00 0.00 0.0 1.40 Snow 47.250 2.67 0.00 0.0 0.00 0.00 0.0 3.34 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.116 0.000 - -- NonR 50.833 0.116 0.000 SHEAR: Max V (DL +LL) = 34.09 kips fv = 2.01 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 432.1 25.5 7.5 1.04 15.76 33.00 15.76 33.00 Controlling 432.1 25.5 7.5 1.04 15.76 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 16.79 16.48 Max +LL reaction 17.29 16.90 Max +total reaction 34.09 33.38 DEFLECTIONS: Dead load (in) at 25.42 ft = -0.685 L/D = 890 Live load (in) at 25.42 ft = -0.704 L/D = 867 Net Total load (in) at 25.42 ft = -1.389 L/D = 439 it IP t CONSULTING JOB NAME: Fanno Creek E N G I N E E R S JOB No: 204597 3933 SW Kelly Avenue • Portland • Oregon 97201 -4393 SHEET. TE: DATE: 9/14/2006 Q 503.222.4453 ® 503.248.9263 ® vlmk @vlmk.com ® www.vEmk.com DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 4 = CANOPY OR LOW ROOF lu I.B.C. REFERENCES SECTION 7 OF ASCE 7 i / , / / '/ // / /, ; ; / Surcharge Load / Due to Drifting / L z \ % Balanced Snow Load -C °- Nth w Location => East and West Parapets 1= 1.00 importance factor Ps= 25 (PSF) ground snow l"= 100 (FEET) roof associated with projection hb= 1.45 (FEET) height of balanced snow h 2.75 (FEET) height of roof projection Ct= 1.00 snow thermal factor Ce= 1.00 snow exposure factor Pf 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load h 1.30 (FEET) height of drifted snow 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow (hrhb) /hb= 0.90 Pm= 7(hd +hb)= 47.44 (PSF) max drift load + roof snow load W= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 max drift load, P = 22.44 (PSF) peak of drifted snow only limited by (P -P or ( h ) *( -' ) • I{ ? C ONSULTING JOB NAME: Fanno Creek � V-L E NGINEERS JOB No: 204597 3933 SW Kelly Avenue • Portland • Oregon 97201 -4393 SHEET. TE: DATE: 9/14/2006 Q 503.222.4453 0 503.248.9263 ® vlmk @vlmk.com ® www.vlmk.com DRIFTED SNOW CALCULATION - 2003 I.B.C. 1608 1 = MECHANICAL - MID ROOF TYPE OF PROJECTION = 2 2 = PARAPET - @ PERIMETER 3 = PARAPET - @ MID ROOF 4 = CANOPY OR LOW ROOF / f lu I.B.C. REFERENCES SECTION 7 OF ASCE 7 A �/ .7 y% '/. �% .4. / /- /i 7 / i 7 Surcharge Load Due to Drifting s Balanced Snow L Load r i a j T . , /. „ ...., w .1. „ , ,,7 , Location => North and South Parapets 1= 1.00 importance factor P 25 (PSF) ground snow l 265 (FEET) roof associated with projection hb= 1.45 (FEET) height of balanced snow h 2.75 (FEET) height of roof projection Ct= 1.00 snow thermal factor Ce= 1.00 snow exposure factor Pf 17.5 (PSF) (Eq.7 -1) snow roof load Pf(design) 25 (PSF) minimum snow roof load hd= 1.30 (FEET) height of drifted snow 7 = 17.25 (PCF) (Eq.7 -4) density of drifted snow (hr hb) /hb= 0.90 Pm= 7(hd +hb)= 47.44 (PSF) max drift load + roof snow load W= 5.20 (FEET) length of drifted snow slope of drift= 1: 4.0 max drift load, P = 22.44 (PSF) peak of drifted snow only limited by (P -P or ( h ) *(7 ) • CONSULTING Job no C VLMK ENGINEERS CLent ins 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job By 77\--) P 503.222.4453 503.248.9263 ® Date Sheet No zl •2 /7-e0 V1�E � ►�c�1'�- 0A)17--- ,P.,_ eC 9e) % UN" I r /4.0 - 0 2 0- " K / 4 'f7 /lro sv = 39 f.`we y /z. IrYlr§,c Co2ne2 r-✓ 4 = /400 w\ I •.s C.pt net rT . =) 940 D. = Zy2 x i, ZL/ y8 p -cr Or. 6 75 77 D>rr w'7 _ /, / /60 .3 k /14 • 1 7 1 Z/ l 43' '' 3025 x147= 2 d3 z9z ./ ►'�l Gvenc.2 wr. = /790 'I N Goast E2 t,.1" = f j 2.v - FF - = S3 �81�sF)c /rte _ �✓—• • CONSULTING Job F411(70 pG VLMK ENGINEERS Client Job No go z 7 g 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.926312 Date Sheet No e 120oF ca4r4/A/4 Ey4 PA) JGA._ UNIT SV - -r 2r - CpIlJ )U/ c) rArk r- t) n-'1 Co" ��. �.� f I mo " t�. = &O, o - t,Jf L9l'4-s>S - 7S" ( Poi ►..,-\ Low f 7 D.0 - Yv\-q - ')G Lv ■ - /50 (e_y 3c � . 4 ( = zgz F 'i3c- (9iq�7_ use Z�Z err 300 +29 pL F 174-1 441/1/k • � /� CONSULTING P 503.222.4453 VL M ENGINEER 503.248.9263 Job Name _Fanno Creek E vlmk @vlmk.com Job No. 205497 3933 SW Kelly Avenue • Portland • Oreaon 97239 -4314 W www.vlmk.com Sheet No. F - 03 Seismic Anchorage Calculations Software v1.0. Copyright VLMK Consulting Engineers 2005 Calculations based on the 2004 Oregon Structural Specialty Code (2003 IBC). Title: Mechanical Unit - Bldg A DESIGN INPUT I X Seismic Parameters — Ss = 105.8% Portland, OR 97070 • s a • CG Site Class = D (assumed) E tcR Y Sds = 70.5% Ycg Ap = 1.0 (Table 9.6.3.2 ASCE7 -02) Rp = 2.5 (Table 9.6.3.2 ASCE7 -02) • 1 2 • — 1p = 1.0 Importance Factor I Xcg Machine Data (approximate) PLAN VIEW Wp = 16,050 Machine Weight (lbs.) X = 424.0 Base Dimension (inches) Y = 140.0 Base Dimension (inches) Xcg = 216.0 Center of Gravity (inches) Ycg = 73.0 Center of Gravity (inches) Zcg = 40.0 Center of Gravity (inches) Zcg z = 42 Attachment height from base of structure (feet) h = 42 Average roof height of structure from base (feet) SIDE VIEW ANALYSIS Base Shear 0.4a P S DS y� P / z <_ 1.6S = 18104 lbs. OK F 5431 lbs. = R /I � + — >_ 0.3S p W P = 3395 lbs. OK P P Base Shear, V = 5431 Vtotal = V/1.4 = 3880 ' lbs. ASD Anchor Shear Anchor dx dx ^2 dy dy ^2 Minimum eccentricity = 5% 1 216 46656 73 5329 ex = 6.8 ey = 0.65 2 208 43264 73 5329 Mx -x = 26381 My -y = 2521.7 3 216 46656 67 4489 4 208 43264 67 4489 Y Direction X Direction 179840 19636 V1 = 1002 V1,2 = 979 V2 = 1000 V3,4 = 978 Overturning Vmax = 1002 lbs. Mot = 155181 lb -in. Each Anchor Mres -x = 3E4-06 lb -in. Mres -y = 967815 lb -in. Net Bolt Tension Required for 1.5 Factor of Safety Tmax* _ -2625 lbs. X Direction Y Direction Each Anchor Tx* = -3269 Ty* = -2625 *negative ( -) values indicate there is no net uplift 0 :s-, ZIWIII CD r_71 .. M 1.1 28LH13 32LH15 ta S. • xxGSP xxSJxx a • x '�'t Al Cn J -24LH10 _ - - -- 32LH15 - - - r n, CD CD W16x50 0 < xxSJxx 5 g xxSJxx xxSJxx CD 0 g W14x22 1—. 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Floor Type: Third •1 ,3 ] 4 ' r 5 :� 0.57 •j 7.3 / 8 • 8'.F.8 7 9 10 , ,i,l A • . c .1' .A 7 • A6 :;jam _ a , • .37 6.8 i 5 L; - J/ is l \ 7 _t - � E C 1.� D i ti i F 09 1.9 I� 5.1 5.9 9 1 10.1, (t,1 1I I, rifm Floor Map RAM Steel v11.0 Page 2/2 , to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 IN RNATk;oJU Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads ��g 5E`F WI, Label DL FCDL LL Reduction CLL Mass DL psf psf psf Type psf psf : -::':' :::: Third Floor 8.7 t 51: 8.0 70.0 Reducible 20.0 0.0 ii 4 Egress Load 8.7 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P2 Stair 1.000 0.000 4.000 Unreducible 0.000 0.000 N G � 'C C7 '6 3 4 • ° • N.) (.4 • J N.) 5 ' 6 r C 4 6 / CI al m ., J _ L, v n 12 14 15 16 ,�s - 17 ° - p 18 ° co 19 - 20 al E n A 24 C , 25 1N �' 27 0 29 w 31 . 32 33 34 O 'C3 cn co cn 35 rn 36 co 37 ° 38 V - 39 • G 40 0 42 D 44 � ■ II / n 46 . 47 48 , 49 O A A A 50 - 51 co °i 53 c I ,9 54' 55 8 60 0 62 11 (7 64 k65 66 67 69 t 70 N 72 , 73 74 75 �'! 4 U� 76. 77 79 �- i 81 1 5 83 84 85 • , 86 87 °D ; 88 ° 89 90 91, fl , 92 0 94 LD796 '' 98 99 100 '101 z -- ° ° A 103 w 104 cn 105 ' b 106 ° 107 0 108 110 112 115 113 _ _ 116 117 ` _ 118 o , _ rn .. 124 '2 123 125 - 126 X ) 27 I° N ~ - '28• 130 131 rn 13" 17 —D C7 C -19– ` . CV 135 136 Fr co - - - = + 21 7 ' 138 139 Li-23 r ° Ca. fD N 141 142 " O tv NJ tv .. " -125 w = +; • �- C7 . u J \ 5 rf v2 0 4, , ,I a f RAM Steel v11.0 to Load Diagram - 3 o RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTERNATICAAL Building Code: IBC Floor Type: Third Beam Number = 61 Span information (ft): I -End (111.00,46.75) J -End (144.00,46.75) P1 P2 P3 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.250 19.486 10.452 0.000 29.938 P2 16.500 16.963 12.341 0.000 29.304 P3 24.750 16.963 12.341 0.000 29.304 ft k/ft k/ft k/ft k/ft W1 0.000 0.084 0.000 0.000 0.084 W2 33.000 0.084 0.000 0.000 0.084 Gravity Beam Design 7 ro RAM Steel v11.0 F to . RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 iNrEa\Ancs.A. Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 61 SPAN INFORMATION (ft): I -End (111.00,46.75) J -End (144.00,46.75) Beam Size (Optimum) = W27X84 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow 8.250 10.20 5.92 37.6 0.00 0.00 0.0 0.00 Snow 16.500 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow 16.500 7.68 8.95 37.6 0.00 0.00 0.0 0.00 Snow 24.750 9.29 10.83 37.6 0.00 0.00 0.0 0.00 Snow 24.750 7.68 8.95 37.6 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.084 0.000 - -- NonR 33.000 0.084 0.000 SHEAR: Max V (DL +LL) = 45.82 kips fv = 3.92 ksi Fy = 19.44 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center Max + 497.6 16.5 8.3 1.13 28.03 30.00 28.03 30.00 Controlling 497.6 16.5 8.3 1.13 28.03 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 28.73 27.47 Max +LL reaction 17.09 18.04 Max +total reaction 45.82 45.51 DEFLECTIONS: Dead load (in) at 16.50 ft = -0.685 L/D = 578 Live load (in) at 16.50 ft = -0.438 L/D = 903 Net Total load (in) at 16.50 ft = -1.123 L/D = 352 .. rim Load Diagram 3Z RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTEVAT1CN4l Building Code: IBC Floor Type: Third Beam Number = 109 Span information (ft): I -End (202.50,15.75) J -End (231.00,15.75) P3 P1 P6 P2 P5 W1 W2 •4 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.667 6.747 5.463 0.000 12.210 P2 9.500 4.491 4.013 0.000 8.504 P3 13.667 6.173 7.324 0.000 13.497 P4 18.833 1.521 1.316 0.000 2.837 P5 19.000 4.491 4.013 0.000 8.504 P6 24.000 5.711 6.991 0.000 12.702 ft k/ft k/ft k/ft k/ft W1 0.000 0.055 0.000 0.000 0.055 W2 28.500 0.055 0.000 0.000 0.055 Gravity Beam Design F RAM Steel v11.0 F-7-3 to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 TERvnnncx,.i Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 109 SPAN INFORMATION (ft): I -End (202.50,15.75) J -End (231.00,15.75) Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.667 6.75 7.13 23.4 0.00 0.00 0.0 0.00 Snow 9.500 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 13.667 6.17 5.33 23.4 3.24 0.00 0.0 0.00 Snow 18.833 1.52 1.72 23.4 0.00 0.00 0.0 0.00 Snow 19.000 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 24.000 5.71 4.89 23.4 3.24 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 - -- NonR 28.500 0.055 0.000 SHEAR: Max V (DL +LL) = 31.62 kips fv = 3.54 ksi Fv = 18.78 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 271.7 13.7 5.2 1.06 28.35 30.00 28.35 30.00 Controlling 271.7 13.7 5.2 1.06 28.35 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 14.84 15.87 Max +LL reaction 13.37 15.75 Max +total reaction 28.21 31.62 DEFLECTIONS: Dead load (in) at 14.11 ft = -0.500 L/D = 685 Live load (in) at 14.25 ft = -0.475 L/D = 721 Net Total load (in) at 14.25 ft = -0.974 L/D = 351 :* El Load Diagram RAM Steel v11.0 F-311 _ to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 iN "TrNAL Building Code: IBC Floor Type: Third Beam Number = 132 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) -P1 _P2 -P3 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.750 20.223 15.072 0.000 35.295 P2 17.500 11.991 8.937 0.000 20.928 P3 25.750 12.381 9.228 0.000 21.609 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 32.500 0.000 0.000 0.000 0.000 • M •• �� Fil Load Diagram RAM Steel v11.0 F -35 to RAM DataBase: Fanno BIdgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 I frE 'LATE Building Code: IBC Floor Type: Third Beam Number = 145 Span information (ft): I -End (169.50,84.25) J -End (220.33,84.25) P1 P2 P3 P4 P5 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 3.000 15.584 9.879 0.000 25.463 P2 13.000 15.983 10.132 0.000 26.115 P3 23.000 15.983 10.132 0.000 26.115 P4 33.000 15.584 9.879 0.000 25.463 P5 42.500 15.184 9.625 0.000 24.810 ft k/ft k/ft k/ft k/ft W1 0.000 0.132 0.000 0.000 0.132 W2 50.833 0.132 0.000 0.000 0.132 Gravity Beam Design ... Fil • RAM Steel v11.0 to ( =P RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 b` ?"^ Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 145 SPAN INFORMATION (ft): I -End (169.50,84.25) J -End (220.33,84.25) Beam Size (User Selected) = W30X132 Fy = 50.0 ksi Total Beam Length (ft) = 50.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 4.61 5.37 45.6 0.00 0.00 0.0 0.00 Snow 3.000 10.97 12.80 45.6 0.00 0.00 0.0 0.00 Snow 13.000 4.73 5.51 45.6 0.00 0.00 0.0 0.00 Snow 13.000 11.26 13.12 45.6 0.00 0.00 0.0 0.00 Snow 23.000 4.73 5.51 45.6 0.00 0.00 0.0 0.00 Snow 23.000 11.26 13.12 45.6 0.00 0.00 0.0 0.00 Snow 33.000 4.61 5.37 45.6 0.00 0.00 0.0 0.00 Snow 33.000 10.97 12.80 45.6 0.00 0.00 0.0 0.00 Snow 42.500 4.49 5.24 45.6 0.00 0.00 0.0 0.00 Snow 42.500 10.69 12.47 45.6 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.132 0.000 - -- NonR 50.833 0.132 0.000 SHEAR: Max V (DL +LL) = 74.06 kips fv = 3.97 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft lb Fb fb Fb Center Max + 898.0 23.0 10.0 1.12 28.36 30.00 28.36 30.00 Controlling 898.0 23.0 10.0 1.12 28.36 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 46.63 38.42 Max +LL reaction 27.43 22.22 Max +total reaction 74.06 60.63 DEFLECTIONS: (Camber =1) Dead load (in) at 25.42 ft = -1.549 L/D = 394 Live load (in) at 25.42 ft = -0.907 L/D = 673 Net Total load (in) at 25.42 ft = -1.456 L/D = 419 � O � 28LH13 32LH15 C xxGSP xxSJxx G Q P CA " = CD CD Li - -- 24LH 10 - - - - 1 _ j - -- - 32LH 15 - - - - r a (--) CD W18x50 O < 5 Gl. 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Floor Type: Second , / 5 , , , 0 , 6 ', .,, ,,,,_ , 7 „ 8 ' „ L3 \ : , 2 , : . , - 1 , ' . I ..,,,-- • , . : • : t W 1 s „ 1 \ C FM Floor Map RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev 12/19/06 17:48:53 If ,AI Building Code: IBC Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Second Floor 8.7 8.0 70.0 Reducible 20.0 0.0 WZA Egress Load 8.7 0.0 100.0 Unreducible 0.0 0.0 Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft /Elevator Wall 0.250 0.000 0.000 Reducible 0.000 0.000 L3 Folding Partition 0.000 0.000 0.175 Unreducible 0.000 0.000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P Stack B- (1/2) 0.000 0.000 4.000 Unreducible 0.000 0.000 P6 Entry Stair 0.500 0.000 1.500 Unreducible 0.000 0.000 P7 Stair -5.5k 1.800 0.000 3.700 Unreducible 0.000 0.000 P8 Stair -1.8k 0.500 0.000 1.300 Unreducible 0.000 0.000 -1l Fil Floor Map ..,. RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev 12/19/06 17:48:53 INT EY:AIO JAI Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second 2 `; ' 7 4 , J . / G (r;7; I 7.3 ti ' .8."�3 t I , t 1 s. ":1- 12 116 iC; I l R, A3 _ 1 k. r. '..4 B 3 I_11 11 I I ❑ p 160 A , 2 0., 2 8 I Alb LP I�� 2 CI 10 ❑ 23 ❑ 28 ❑ 43 c t� 81 ❑ 97 ❑ 18 131 13 22 CI vl ^ N N 2 2 4 .n 8 `$ $ o 123 N _ r57 72 r.-`°1 129 Fl f r I N L 1 11 2 [1 ❑ 28 ❑ 41 ❑ 79 95 F1 � '( i d' a N c� M m W h a"'o rn g _o - 1 18— F • R D 's' f D- 10 (?- 5 '� -I I , 14� I I � z I 10.1 � f _ 1 N • , n Load Diagram RAM Steel v11.0 F 1 / 3 tn RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 ihria\LATIoNAL Building Code: IBC Floor Type: Second Beam Number = 12 Span information (ft): I -End (30.33,15.75) J -End (30.33,46.75) -P1 W1 W2 W3 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 20.250 4.214 8.219 0.000 12.434 ft k/ft k/ft k/ft k/ft W1 0.000 0.478 0.499 0.000 0.977 W2 20.250 0.478 0.499 0.000 0.977 0.270 0.352 0.000 0.622 W3 31.000 0.270 0.352 0.000 0.622 Gravity Beam Design RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 iNfraNAnovAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 12 SPAN INFORMATION (ft): I -End (30.33,15.75) J -End (30.33,46.75) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.250 3.21 3.08 0.0 1.14 0.00 0.0 0.00 Snow 20.250 1.00 0.00 0.0 4.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.163 0.000 - -- NonR 31.000 0.163 0.000 2 0.000 0.062 0.499 0.0% Red 20.250 0.062 0.499 3 20.250 0.028 0.317 - -- NonR 31.000 0.028 0.317 4 0.000 0.203 0.000 - -- NonR 20.250 0.203 0.000 5 20.250 0.026 0.000 - -- NonR 31.000 0.026 0.000 6 20.250 0.004 0.035 0.0% Red 31.000 0.004 0.035 7 0.000 0.050 0.000 - -- NonR 31.000 0.050 0.000 SHEAR: Max V (DL +LL) = 20.11 kips fv = 3.15 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 180.7 19.2 0.0 1.00 24.39 33.00 24.39 33.00 Controlling 180.7 19.2 0.0 1.00 24.39 33.00 REACTIONS (kips): Left Right DL reaction 8.48 8.31 Max +LL reaction 10.31 11.79 Max +total reaction 18.79 20.11 DEFLECTIONS: Dead load (in) at 15.81 ft = -0.549 L/D = 678 Live load (in) at 15.97 ft = -0.745 L/D = 500 Net Total load (in) at 15.97 ft = -1.293 L/D = 288 .,. ' _ Load Diagram T -w RAM Steel v11.0 to RANI DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTEm'ATICN■t Building Code: IBC Floor Type: Second Beam Number = 56 Span information (ft): I -End (111.00,21.75) J -End (148.83,21.75) _P3 P4 -P1 W2 .3 W1 P2 \, '` P5 P6 N P7 W4 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.250 7.493 6.274 0.000 13.767 P2 8.500 2.489 2.785 0.000 5.274 P3 15.667 5.986 9.427 0.000 15.413 P4 23.333 8.633 7.322 0.000 15.955 P5 24.500 2.489 2.785 0.000 5.274 P6 30.583 1.206 1.374 0.000 2.580 P7 33.000 1.231 1.400 0.000 2.631 ft k/ft k/ft k/ft k/ft W1 0.000 0.076 0.000 0.000 0.076 W2 8.500 0.076 0.000 0.000 0.076 0.106 0.035 0.000 0.141 W3 24.500 0.106 0.035 0.000 0.141 0.076 0.000 0.000 0.076 W4 37.833 0.076 0.000 0.000 0.076 . • s` ' FRI Gravity Beam Design c� RAM Steel v11.0 � - /�Q to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INTERNATIONAL, Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number. = 56 SPAN INFORMATION (ft): I -End (111.00,21.75) J -End (148.83,21.75) Beam Size (Optimum) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 37.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 7.49 1.64 0.0 4.64 0.00 0.0 0.00 Snow 8.500 2.49 2.78 0.0 0.00 0.00 0.0 0.00 Snow 15.667 5.99 0.00 0.0 9.43 0.00 0.0 0.00 Snow 23.333 8.63 2.23 0.0 5.09 0.00 0.0 0.00 Snow 24.500 2.49 2.78 0.0 0.00 0.00 0.0 0.00 Snow 30.583 1.21 1.37 0.0 0.00 0.00 0.0 0.00 Snow 33.000 1.23 1.40 0.0 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 8.500 0.026 0.000 - -- NonR 24.500 0.026 0.000 2 8.500 0.004 0.035 0.0% Red 24.500 0.004 0.035 3 0.000 0.076 0.000 - -- NonR 37.833 0.076 0.000 SHEAR: Max V (DL +LL) = 34.72 kips fv = 3.30 ksi Fir = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 393.0 15.7 7.7 1.02 26.79 33.00 26.79 33.00 Controlling 393.0 15.7 7.7 1.02 26.79 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 17.58 15.31 Max +LL reaction 17.13 14.79 Max +total reaction 34.72 30.10 DEFLECTIONS: Dead load (in) at 18.73 ft = -0.814 L/D = 558 Live load (in) at 18.73 ft = -0.821 L/D = 553 Net Total load (in) at 18.73 ft = -1.635 L/D = 278 : gril Load Diagram RAM Steel v11.0 F- Y7 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 !NTE'NArnNAI Building Code: IBC Floor Type: Second Beam Number = 61 Span information (ft): I -End (111.00,46.75) J -End (144.00,46.75) -P1 -P3 W2 W3 P4 P5 P: W1 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.250 17.222 13.211 0.000 30.433 P2 15.667 5.986 9.427 0.000 15.413 P3 16.500 9.286 7.876 0.000 17.162 P4 23.333 7.656 6.551 0.000 14.207 P5 24.750 9.286 7.876 0.000 17.162 ft k/ft k/ft k/ft k/ft W1 0.000 0.084 0.000 0.000 0.084 W2 23.334 0.084 0.000 0.000 0.084 0.364 0.025 0.000 0390 W3 33.000 0.364 0.025 0.000 0.390 El Gravity Beam Design F- 98) RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 irrrumacnk Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 61 SPAN INFORMATION (ft): I -End (111.00,46.75) .I -End (144.00,46.75) Beam Size (User Selected) = W24X84 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.250 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow 8.250 7.94 0.96 27.3 4.64 0.00 0.0 0.00 Snow 15.667 5.99 0.00 0.0 9.43 0.00 0.0 0.00 Snow 16.500 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow 23.333 7.66 0.77 27.3 5.99 0.00 0.0 0.00 Snow 24.750 9.29 10.83 27.3 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 23.334 0.250 0.000 0.0% Red 33.000 0.250 0.000 2 23.334 0.026 0.000 - -- NonR 33.000 0.026 0.000 3 23.334 0.004 0.035 27.3% Red 33.000 0.004 0.035 4 0.000 0.084 0.000 - -- NonR 33.000 0.084 0.000 SHEAR: Max V (DL +LL) = 50.33 kips fv = 4.44 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 545.9 16.5 6.8 1.09 33.42 33.00 33.42 33.00 Controlling 545.9 16.5 6.8 1.09 33.42 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 27.05 27.87 Max +LL reaction 22.72 22.47 Max +total reaction 49.77 50.33 DEFLECTIONS: Dead load (in) at 16.50 ft = -0.796 L/D = 498 Live load (in) at 16.50 ft = -0.696 L/D = 569 Net Total load (in) at 16.50 ft = -1.492 L/D = 265 Load Diagram • RAM Steel v11.0 F Y to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 IN A Building Code: IBC Floor Type: Second Beam Number = 117 Span information (ft): I -End (202.50,15.75) J -End (231.00,15.75) -P3 P1 P6 P2 P5 W2 W1 \ \ , \ \ •4 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.667 7.384 5.463 0.000 12.847 P2 9.500 4.491 4.013 0.000 8.504 P3 13.667 6.811 7.324 0.000 14.135 P4 18.833 1.521 1.316 0.000 2.837 P5 19.000 4.491 4.013 0.000 8.504 P6 24.000 5.711 6.991 0.000 12.702 ft k/ft k/ft k/ft k/ft W1 0.000 0.055 0.000 0.000 0.055 W2 28.500 0.055 0.000 0.000 0.055 Gravity Beam Design • Fil RAM Steel v11.0 F 5? to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INffE2't4TCNk Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 117 SPAN INFORMATION (ft): I -End (202.50,15.75) J -End (231.00,15.75) Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.667 7.38 7.13 23.4 0.00 0.00 0.0 0.00 Snow 9.500 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 13.667 6.81 5.33 23.4 3.24 0.00 0.0 0.00 Snow 18.833 1.52 1.72 23.4 0.00 0.00 0.0 0.00 Snow 19.000 4.49 5.24 23.4 0.00 0.00 0.0 0.00 Snow 24.000 5.71 4.89 23.4 3.24 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 - -- NonR 28.500 0.055 0.000 SHEAR: Max V (DL +LL) = 32.10 kips fv = 3.60 ksi Fv = 18.78 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 278.8 13.7 5.2 1.07 29.09 30.00 29.09 30.00 Controlling 278.8 13.7 5.2 1.07 29.09 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 15.64 16.35 Max +LL reaction 13.37 15.75 Max +total reaction 29.01 32.10 DEFLECTIONS: Dead load (in) at 14.11 ft = -0.523 L/D = 654 Live load (in) at 14.11 ft = -0.475 L/D = 721 Net Total load (in) at 14.11 ft = -0.997 L/D = 343 ' ., RAM Steel v11.0 S/ to Load Diagram RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 IN ?N^T'-^« Building Code: IBC Floor Type: Second Beam Number = 143 Span information (ft): I -End (231.00,46.75) J -End (263.50,46.75) P1 P2 -P3 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 8.750 20.223 15.072 0.000 35.295 P2 17.500 11.991 8.937 0.000 20.928 P3 25.750 12.381 9.228 0.000 21.609 ft k/ft k/ft k/ft k/ft W1 0.000 0.000 0.000 0.000 0.000 W2 32.500 0.000 0.000 0.000 0.000 Load Diagram 52- 9 RAM Steel v11.0 to RAM DataBase: Fanno B1dgA 50psf 12 -19 -06 ConfRev 12/19/06 17:48:53 INfiRslATION,1 Building Code: IBC Floor Type: Second Beam Number = 156 Span information (ft): I -End (169.50,84.25) J -End (220.33,84.25) -P3 P1 P2 P4 P5 W1 W2 \ P6 P7 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.667 8.301 5.899 0.000 14.200 P2 15.417 8.344 5.931 0.000 14.275 P3 23.167 8.338 8.969 0.000 17.308 P4 30.833 8.272 5.995 0.000 14.267 P5 38.500 7.848 5.677 0.000 13.525 P6 44.333 3.064 3.146 0.000 6.211 P7 46.250 3.603 2.565 0.000 6.168 ft k/ft k/ft k/ft k/ft W1 0.000 0.118 0.000 0.000 0.118 W2 50.833 0.118 0.000 0.000 0.118 . Fil Gravity Beam Design RAM Steel v11.0 /- 53 to RAM DataBase: Fanno BldgA 50psf 12 -19 -06 ConfRev 12/19/06 17:48:53 INITFNATENA4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 156 SPAN INFORMATION (ft): I -End (169.50,84.25) J -End (220.33,84.25) Beam Size (User Selected) = W33X118 Fy = 50.0 ksi Total Beam Length (ft) = 50.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.667 3.76 4.25 36.6 0.00 0.00 0.0 0.00 Snow 7.667 4.55 5.06 36.6 0.00 0.00 0.0 0.00 Snow 15.417 3.78 4.27 36.6 0.00 0.00 0.0 0.00 Snow 15.417 4.57 5.09 36.6 0.00 0.00 0.0 0.00 Snow 23.167 3.79 4.25 36.6 1.43 0.00 0.0 0.00 Snow 23.167 4.55 5.06 36.6 1.64 0.00 0.0 0.00 Snow 30.833 3.75 4.23 36.6 0.13 0.00 0.0 0.00 Snow 30.833 4.52 5.03 36.6 0.00 0.00 0.0 0.00 Snow 38.500 3.30 3.72 36.6 0.11 0.00 0.0 0.00 Snow 38.500 4.55 5.06 36.6 0.00 0.00 0.0 0.00 Snow 44.333 3.06 3.40 36.6 0.99 0.00 0.0 0.00 Snow 46.250 3.60 4.05 36.6 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.118 0.000 - -- NonR 50.833 0.118 0.000 SHEAR: Max V (DL +LL) = 47.29 kips fv = 2.74 ksi Fv = 18.80 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 672.4 23.2 7.8 1.08 22.48 33.00 22.48 33.00 Controlling 672.4 23.2 7.8 1.08 22.48 33.00 - -- - -- REACTIONS (kips): Left • Right DL reaction 26.28 27.50 Max +LL reaction 18.39 19.79 Max +total reaction 44.67 47.29 DEFLECTIONS: Dead load (in) at 25.42 ft = -1.034 L/D = 590 Live load (in) at 25.42 ft = -0.759 L/D = 803 Net Total load (in) at 25.42 ft = -1.794 L/D = 340 ., . Fil RAM Steel v11.0 _ cc( to Load Diagram RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 i' 2 N4T) 0 N/1 Building Code: IBC Floor Type: Second Beam Number = 157 Span information (ft): I -End (169.50,65.50) J -End (215.75,65.50) -P3 P1 P2 P4 P5 Wl W2 ■ Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 7.667 9.061 7.028 0.000 16.089 P2 15.417 9.108 7.066 0.000 16.174 P3 23.167 9.128 10.625 0.000 19.753 P4 30.833 9.014 7.622 0.000 16.636 P5 38.500 8.522 7.108 0.000 15.630 P6 44.333 3.626 3.564 0.000 7.190 ft k/ft k/ft k/ft k/ft W1 0.000 0.118 0.000 0.000 0.118 W2 46.250 0.118 0.000 0.000 0.118 • ` Gravity Beam Design _ F RAM Steel v11.0 F 9. to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 INITEgNATKNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 157 SPAN INFORMATION (ft): I -End (169.50,65.50) J -End (215.75,65.50) Beam Size (User Selected) = W33X118 Fy = 50.0 ksi Total Beam Length (ft) = 46.25 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.667 4.55 5.06 36.8 0.64 0.00 0.0 0.00 Snow 7.667 4.52 5.06 36.8 0.00 0.00 0.0 0.00 Snow 15.417 4.57 5.09 36.8 0.64 0.00 0.0 0.00 Snow 15.417 4.54 5.09 36.8 0.00 0.00 0.0 0.00 Snow 23.167 4.58 5.06 36.8 2.59 0.00 0.0 0.00 Snow 23.167 4.55 5.06 36.8 1.64 0.00 0.0 0.00 Snow 30.833 4.52 5.03 36.8 1.26 0.00 0.0 0.00 Snow 30.833 4.49 5.03 36.8 0.00 0.00 0.0 0.00 Snow 38.500 4.01 4.43 36.8 1.11 0.00 0.0 0.00 Snow 38.500 4.52 5.06 36.8 0.00 0.00 0.0 0.00 Snow 44.333 3.63 4.05 36.8 1.01 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.118 0.000 - -- NonR 46.250 0.118 0.000 SHEAR: Max V (DL +LL) = 51.68 kips fv = 2.99 ksi Fv = 18.80 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center Max + 642.0 23.2 7.8 1.06 21.46 33.00 21.46 33.00 Controlling 642.0 23.2 7.8 1.06 21.46 33.00 - -- --- REACTIONS (kips): Left Right DL reaction 25.50 28.42 Max +LL reaction 19.76 23.26 Max +total reaction 45.26 51.68 DEFLECTIONS: Dead load (in) at 23.12 ft = -0.768 L/D = 723 Live load (in) at 23.12 ft = -0.632 L/D = 877 Net Total load (in) at 23.12 ft = -1.400 L/D = 396 Fa , Load Diagram RAM Steel v11.0 "e to RAM DataBase: Fanno BldgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 11‘ RATic -N4L Building Code: IBC Floor Type: Second Beam Number = 158 Span information (ft): I -End (220.33,84.25) J -End (231.00,84.25) -P1 W1 W2 Load Dist DL LL+ LL- Max Tot ft kips kips kips kips P1 5.333 8.619 9.940 0.000 18.559 ft k/ft k/ft k/ft k/ft W1 0.000 0.019 0.000 0.000 0.019 W2 10.666 0.019 0.000 0.000 0.019 I t . Gravity Beam Design RAM Steel v11.0 F.57 to RAM DataBase: Fanno B1dgA 50psf 11 -9 -06 ConfRev 11/20/06 11:45:16 it "r/CDNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second Beam Number = 158 SPAN INFORMATION (ft): I -End (220.33,84.25) J -End (231.00,84.25) Beam Size (Optimum) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 10.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.333 2.62 2.94 0.0 0.00 0.00 0.0 0.00 Snow 5.333 6.00 7.00 0.0 0.00 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.019 0.000 - -- NonR 10.666 0.019 0.000 SHEAR: Max V (DL +LL) = 9.38 kips fv = 3.27 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 49.8 5.3 5.3 1.75 28.03 30.00 28.03 30.00 Controlling 49.8 5.3 5.3 1.75 28.03 30.00 - -- - -- REACTIONS (kips): Left Right DL reaction 4.41 4.41 Max +LL reaction 4.97 4.97 Max +total reaction 9.38 9.38 DEFLECTIONS: Dead load (in) at 5.33 ft = -0.101 L/D = 1263 Live load (in) at 5.33 ft = -0.115 L/D = 1111 Net Total load (in) at 5.33 ft = -0.217 L/D = 591 CONSULTING Job T ` f � / � N b C i�F,F / e ms E N G I N E E R S Client Le 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 2 By R-et P 503.222.4453 503.248.9263 ® Date . 701 4 -IF DC" Sheet No. lIES1L0 P1L�� G I 1 - 1 - c> C _ JW r- C °'N C- r P P I P DL. t1,L, = `' S " y5 v- (3'') _ /I, z - � , ---- -- � 7.FA4 P� /^16 SEAT (/‘ (0 Cot, VJ bT6 Ywr�� = L ( ( = > �� CD I , USE 3 /y >( x Coc, '074 F7 ( ,� Z„ x x 9 " R I- h.) 415 (Co (3 ") - 2((p 3�b v 5r, FFr g L Z N 0 Z Z = P.Zl''-e a 50 ' yvi T— ra o .s` /0' 3.1Z /�v� = 37• Z ' > 72 P 3 1 2 7 25 7. fr - 2 .► 4 -1 = - 3 . 2 q ��, 3 2G1 /( o ,-7 o77(1') (D.3) (7e) - 0.7-Z c D•25 ( OD- vim / z� USE 1 /7, ._, 5T) Fr F>--IF USA / e / vvE l- b 7 f LA t, i M K C O N S U L T I N G Job �= 4N c�E ,��i i , , C N G N G G S Client 14C., ' _.. Job No. 2-65Hq B �Ipt�.f 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date T�'�c€ O(o Sheet No. F 5 11PILA(.,, T C o iJ CoNJ c.T(o,-) foil -D S P0,4 ( 2 1. 1 4 9,- (5 ") = & x-' VF - Agoi o SFA--- (Se x (..../ ?C cat,. W tDTu) VvuEt,t) : y(io') ( 3. ) 7z'/„si) _ '7'1 > 7 y of OSG '/9 x (9 x coc-, I,v riz-- TPrrr) --► E e___ ( ,, x (o )4.- „\ . -- s ` D'I'. < .5 " 0C c ( U � 'r ,. iv 3,'Z 4 / ,, �� = 37.E ''� > 12 r 2 k- p . 1, s" /.,.. r _. ( (.0)C't 4- 1 -- 1 k 1 133 7 4- /,1412- = 1 . 7 5 A-I �t=L. D S ro-E ----. 7d ,7o7)(I.:)(O.-S)('o) — I Z 4 0.7S 4CD JSE Y -" x(..," x9 " -sT,Fp USE I A/ ' voE(,1> 7ffeA -L • i T CONSULTING Job P A-PD D c 4 Y E N G I N E E R S Client �' ..` Job No. ZD 5 By P 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Tv>J ` Sheet No. P 503.222.4453 503.248.9263U Date J — ' fl 2 1 N U l iD \6' � 14-t'- P O #, 1"- 9" = 1 et,F ( S'; 7, Y p , sr>,uNb Y t> s_ .15 - D Tay TA "`)/ (Co) - �/y x (0" NE (.seN ptsm..,■ 1 / cos t j sru `u -� = 7. I " + Z 3 ( 3 ® > 11.3 Z3 - 5/3 7H . B cfs - t D . 3o -� /, U dab 6 `1(1 — U ,SF 3 /y ' fi- ""/ ('Co) )“o /4E1,5afJ Si'�OS S - rr FFEt3F sF,4 -r" Ff% "'"" 106f) " &D- 3L, 1 ,, OP) ;,,, U5 `/.-/ "x(o "x 9" sFkr L A / 1/2 „ xC.” S FrFAF v.) r 231`' D9 <3 1.q' "/iJ 4- 2 e (c c9) O 6, 3 J /,09 7- 1- vy a 1 , ?/ �d.7o7 (r)( (7b = U. IZ 1y •` M Job FAt Cg-€F lY� I ENGINEERS U L CONSULTING Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 7f>SA/RI B go ( - 0 P 503.222.4453 503.248.9263 ® Date T' ' v(o Sheet No. -( f1 (.7 C.n1✓1)-- AIJVi -_ (reoo'a— F12Av1 /u tin r t) _ e r ( 5, 5') 330 PLP = - -° r �J = re-,F . 5'' - Y Psi (o ' / k& as^D. r LJ 7f5 f`F Xt-r' 5 1144x. .7( �r (5') _ 5.53 k- 1 L yx 1 4 %g ( sX= 5z- .r 5 d • I9 /A' h 52- br(p (3rn) £- 'E L `f 4 -1 ,- �FD(,F A 6 ' w4)- F >E7- vveE'- vPPo TS U 5 F 1L Pv (z) - '1/4 4 to.• J EE S•r-ur s SI} G A PA( ?c-/ _ /I,(oS "� uf CONSULTING V 'L M ,; ., E N G I N E E R S Dent �, Job No 2195g17E3y 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 if /G sheet No r �Z P 503.222.4453 503.248.9263 ® Date 6 o/ "J e 3Z 7 -1 77o'$ s vvt rG 51ZA6/ NC,, P RP / -r• p Z 5 / P w = I Z }�F61')- • i = d -ZPz wr ebt-rrftJV S ' - - F� = a. z2.-(r az� _ 7 Z r s - LO �s */ W. - 1? , , = O. '2- 960 = q 1 CD wYr. %-- ` 2b.-7.'±-- / F ----- A.2?.._(6.S;.37) - / eiz& rI. AC (....Dix,-.. - '7. 1 r ,.., (q:7,-, , / &?Ce -4: ... ,_„,2.4/8_,*- Gj 1 - k?- + C L© 1 � �- - qty 4.- < G01,.1 _ Z r 3r a ee ,/9" al q_., _ l r ef 5 'm - • 10'o1/2' t)4.&__-- 12,0 ! (it') =/32 p. �b Z.2 (t .z = 290 y (064) k=itUri ._ , 1,__,,___AL x /5 .58 15 = (400 I'74 (<0,e)-ii, STORA �,II'I!IIII , Z Z' s I II 3a) 70* C .3 375 STORA �___, -__ EXISTING > 111111 „ 11►__ COLUMN 1( LOCATIONS mine ._ 7 - IIIIIILIWPFAIIIIErl!iill 111111111.1 4211 iL -/ ,I = ! !`il k . —. – –. z ..// I PARTITION A l i —. , tz --I IN' , , D ._ EXISTING „1,, A ,-- COLUMN LOCATION ) �� ° 9'-11 1/2” ■ — — -- %.• / N cs ■ " • 6 i. MS OgP 1 i� 9 o 10 Resutts for LC 1, Dead + Snow VLMK I Fanno Creek - Bldg A - Dock Canopy to I Nov 21, 2006 at 2:33 PM 205497 Dock Canopy 11 -20 -06 r3d .0 VLMK Fanno Creek - Bldg A - Dock Canopy Nov 21, 2006 Global 4'7 Display Sections for Member Calcs 15 (Max Internal Sections for Member Calcs 97 (Include Shear Deformation Yes Ilnclude Warping Yes Area Load Mesh (inA2) 1 144 'Merge Tolerance (in) 1.12 1P-Delta Analysis Tolerance 1 0.50% Vertical Axis Y Hot Rolled Steel Code I AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD . - Wood Code NDS 91/97: ASD Wood Temperature ' < 100F. . Concrete Code I ACI 2002 Number of Shear Regions 14 Region Spacing Increment°(in)-c - " „ , , 4 -- „ - Biaxial Column Method PCA Load Contour Parrrie Beta Factor (PCA) ,r, ,;.i'-:._ 1,65,. ;,,..'.° - _ _ ; , ' _ Concrete Stress Block Rectangular Use,Cracked Sections: _ -,;-,° , ° -; , Yes„ _. '. e'°(: Bad Framing Warnings No Unused Force Warnings , . ° . ' ., Yes=:.- ,1 ., '; Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k- ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N7 Reaction Reaction Reaction _ 2 N5 - Reaction Reaction— Reaction" - - , • Reaction ' , . . 3 N6 Reaction Reaction Reaction 4, N8 - ' . Reactions r .Reactions - Reaction:. ,, ..� ; - . , I= x -: <' '''° 1 Joint Coordinates and Temperatures Label X [ftl Y fftl Z fftl Temp fF1 Detach From Dia... _1 N5 0 0 0 0 2 N6 - nru , ,,' . - Oe - 1 . 5.67 , - O`' - - - O,.;x,. - , . 3 N7 0 0 12 0 4' - . ' - Nir - ` ° .. - '., 0 ,. ; „ < 5.67 _ 12 : 0 5 N9 8 0 0 0 6 - N10 ,' . 8 0 . 12 . 0 1 7 N11 I 5.67 1 0 0 I 0 8 N12 I 5.67 I 0 • 1 12 1 0 9 1 N1 I .67 I 0 I 12 0 _ 10 I N2 .67 1 0 1 0 I 0 Hot Rolled Steel Properties Label E fksil G fksi] Nu Therm ( \1E5 F) Densityfk/ft^31 Yieldfksil 1 1 1 A36 Gr.36 I 29000 I 11154 I .3 I .65 I .49 I 36 1 12 I A572 Gr.50 29000 I 11154 I .3 I .65 1 .49 I 50 1 1 3 I A992 I 29000 I 11154 I .3 I .65 1 .49 I 50 4 I A500 Gr.42 I 29000 I 11154 I .3 1 .65 .49 I 42 15 I A500 Gr.46 29000 I 11154 I .3 I .65 I .49 I 46 1 RISA -3D Version 6.0.1.5 [G:\Acad205 \205497 \CALCS \Building A \Dock Canopy 11- 20- 06.r3d] Page 1 • 111 VLMK Fanno Creek - Bldg A - Dock Canopy Nov 21, 2006 Member Primary Data Label I Joint J Joint K Joint Rotate(deo) Section /Shape Type Design L... Material Design Rules 1 M2 I N10 N9 1 I Edge Bm Beam I Tube 1A500 Gr.46 Typica 2 M4 N7 I N10 Support Bm Beam' 1 Tube A500 Gr.46 • Typica 3 M5 1 N5 N9 I Support Bm 1 Beam I Tube A500 Gr.461 Typica 4 ' M6 N6_ N11 I : Rod' VBrace ' Round D... A36 Gr.36 I Typica 1 5 M7 I N8 N12 1 I Rod 1 VBrace (Round D. .� A36 Gr•36 Typica 6 1- M6A I Ni N2 Intermed Bm Beam 1 Tube A500 Gr.46 Typica Load Combinations Description Sol... PDelta SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Dead + Snow Yes 1 1 1 2 1 1 1 Hot Rolled Steel Design Parameters Label Shape Lengthf... Lbyyfftl Lbzz[ft] Lcomp top...Lcomp bot... Kvy Kzz Cm -vy Cm -zz_ Cb y sway z sway 1 M2 Edge Bm 12 2' M4 Support Bm ` - V . -. - , R , ": . ^ � ;.s 3 M5 Support Bm 8 _ �- 4 M6 '- ! Roda ` 8 :019- ., - W ,.. ., - , - . :.; ; 7, :,,: . . -. 5 M7 Rod 8.019 6 ° M6A ` Intermed ... ' 12 ' . _ . ,. Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A Gn21 Ivy fin41 Izz fin41 J fin41 1 Edge Bm HSS12X2X4 Beam Tube A500 Gr.46 Typical 6.155 4.397 _ 86.735 15.046 2 Support Bm HSS12X2X4. Bean- - Tube A500' Gr.46 '` Typical .° 6.155' - 4.397" ' 86.735 , 15.046 3 Rod 3/4 Diameter VBrace Round Defa... A36 Gr.36 Typical .442 .016 .016 .031 4 " Intermed - .hss6z4z4 .' Beam ' - .<<<: ..Tube -�: ?' _, A500 0f 46 ,Typical "> 4:295t :11 .093 ai 20.831' 23 :544 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 Dead DL -1 2 Member Distributed Loads (BLC 1 : Dead) Member Label Direction Start Magnitudefk/...End Magnitudefk/ft,de... Start Locationfft, %1 End Locationfft.%1 -.06 2 1 M6A Y I -.06 I -.06 0 1 0 1 Member Distributed Loads (BLC 2 : Snow) Member Label Direction Start Magnitudefk/...End Magnitudefk/ft,de... Start Locationfft.%1 End Locationfft.%1 1 1 M2 Y 1 -.46 1 -.46 1 0 1 0 1 1 2 1 M6A Y 1 -.46 -.46 1 0 1 0 Joint Reactions (By Combination) LC Joint Label X [kl Y fkl Z [kl MX fk -ftl MY fk -ftl MZ fk -ftl 1 1 1 1 1 N7 1 5.083 I 1.544 I 0 1 0 1 0 I 0 1 1 2 1 1 1 N5 I 5.083 I 1.544 I 0 0 1 0 ( 0 3 1 1 1 N6 -5.083 I 5.089 0 1 0 1 0 I 0 1 4 1 1 1 N8 I -5.083 I 5.089 I 0 1 0 0 1 0 1 5 1 1 1 Totals: 1 0 I 13.266 I 0 I I I 1 RISA -3D Version 6.0.1.5 [G:\Acad205\205497 \CALLS \Building A \Dock Canopy 11- 20- 06.r3d] Page 2 .J ,. / VLMK Fanno Creek - Bldg A - Dock Canopy Nov 21, 2006 ~ Joint Reactions (By Combination) (Continued) ` LC Joint Label X fkl Y fkl Z fkl MX fk -ftl MY fk -ftl MZ fk -ftl 6 1 I COG (ft): X: 4.345 1 Y:.005 1 Z: 6 1 1 Joint Deflections LC Joint Label X [inl Y finl Z [inl X Rotation fradl Y Rotation fradl Z Rotation [rad] 1 1 1 N5 0 1 0 0 I 9.175e -3 0 I - 9.638e -4 2 1 N6 0 0 0 4.588e -3 - 4.588e -3 - 7.68e -3 3 1 N7 0 0 I 0 - 9.175e -3 0 - 9.638e -4 4 1 N8 0 I 0 0 - 4.588e -3 4.588e -3 , I - 7.68e -3 5 1 I N9 -.002 -.142 I 0 9.175e -3 0 - 2.382e -3 6 1 N10 -.002 I -.142 0 - 9.175e -3 0 - 2.382e -3 7 1 N11 -.002 I -.078 0 9.175e -3 0 - 1.875e -3 8 1 I N12 -.002 -.078' 0 - 9.175e -3 0 - 1.875e -3' 9 1 N1 0 -.008 0 - 9.175e -3 0 - 9.441e -4 10 1` . I. N2" - ° 0 = - .008.;- - 0 . . 9.175e -3 • 0 " -9.4416-4 Member Section Forces LC Member Label Sec Axialfk] y Shear[k] z Shear[k] Torque[k -ftl v -y Moment[k-..z-z Moment[k -... 1 1 M2 1 0 3.246 0 0 0 0 2 ` - 2 ` " 0 ', = , 1.623" - ', ° - '' 0 0- ., o: : -7.303 3 3 0 , 0 0 0 0 -9.737 4 ° 4 0 - 1.623° 0 0: 0 -7.303 5 5 0 -3.246 0 0 0 0 6 " 1 M4 1 5.083 1".544' ; 0 " 0 ` ' . ' 0 0 _ " 7 2 5.083 -1.705 0 0 0 1.22 8 ' - 3 5.083 - 1.747 , 0 _- 0' = 0 ` 4.672 9 4 0 3.288 0 0 0 6.533 1 0 ° - ' - 5 0° ° . _ 3.246`, - 0.. 0 : , ' . -0 . , ,O;a_ 11 1_ M5 1 5.083 1.544 0 0 0 0 12' . - 4,N':!‘ - ' -- _ :' ... i . , 2.! 5:083 - 1'.70511 - 0,',.:,',.;',' a;w�.,_ 5 ! .`,,, l'E "q,, p ;-1.22-':e<- -��'._� 0'w =� , ° �`,= 0� . 13 3 5.083 -1.747 0 0 0 4.672 14- ,. . , . _ E ., ". 4` -- 0' l ' 3:288' "'. s - _ , ' O -.. ' 0 6.5337" 15 5 0 3.246 0 0 0 0 16 - 1 _ M6' 1 7.192r.: .004 ": . 0.` . 0 . ' ' 0 0 17 2 -7.19 .002 0 0 0 -.006 18 "' - _ - . ::`=:'- . - 3 ',' - - "-7.1'88' ' 0 : 0' , V .: 0` -� -.009 " . 19 4 -7.186 -.002 0 0 0 -.006 20'- • ' ' ' 's _ 5 -7.184 '- ' - .00 0' 0 . 0'. : 0 21 1 M7 1 I -7.192 .004 0 0 0 0 22 2 -7.19 ` .002• 0 0 0 -.006 23 1 3 1 -7.188 0 0 I 0 0 -.009 24 I 14 1 -7.186 -.002 0 - 0 0 -.006 25 I I 5 I -7.184 1 -.004 1 0 1 0 0 0 26 1 M6A 1 1 0 3.208 . 0 0 0 0 27 12 0 1.604 I 0 I 0 0 -7.217 28 3 0 I 0 0 I 0 0 -9.623 1 29 I 1 4 I 0 I -1.604 I 0 I 0 0 -7.217 I 1 30 I I 5 I 0 1 -3.208 1 0 0 I 0 0 Member RISC ASD Steel Code Checks LC Member Shape UC Max Loc[ftl Shear.. Locfftl ... Fa[ksil Ftfksil Fbvfksil Fbz[ksil Cb Cmy Cmz Eqn 1 I 1 I M2 IHSS12X.. .293 16 I .032 10 IN/15.1451 27.6 I 27.6 1 27.6 1 1 I .6 1 1 IH1 -1 2 I1 I M4 IHS512x... .267 15.667 .032 I5.751y 11.5761 27.6 27.6 1 27.6 1 1 I .6 1.851H1 -1 3 11 I M5 IHSS12X.j .267 15.6671 .032 1 5.75Iv 111.5761 27.6 1 27.6 1 27.6 11 I .6 1.85 IH1 -1 4 1 I M6 13/4 Diam.J .753 1 0 .001 18.0191 I .584 21.6 I 27 I 27 1 .6 11 1H2 -1 J l 5 111 M7 1314 Diam... .753 10 1 .001 18.0191 I .584 1 21.6 1 27 1 27 1 1 I .6 1 1 IH2 -11 RISA -3D Version 6.0.1.5 [G:\Acad205 \205497 \CALCS \Building A \Dock Canopy 11- 20- 06.r3d] Page 3 r VLMK Fanno Creek - Bldg A - Dock Canopy Nov 21, 2006 M Member AISC ASD Steel Code Checks (Continued) LC Member Shape UC Max Locfft Shear...Locfftl ... Fafksil Ftfksil Fbyfksil Fbzfksil Cb Cmv Cmz Eon 6 I1 M6A Ihss6x4x4 .603 6 I .062 0 y 16.374 j 27.6 27.6 1 27.6 1 .6 .85 H1-2 RISA -3D Version 6.0.1.5 [G:\Acad205 \205497 \CALCS \Building A \Dock Canopy 11- 20- 06.r3d] Page 4