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Report (3) 54/92019- 2c / ROGERS OFFICE COPY //y.su/ 72A /rc/ ' ENGINEERING • Structural Engineering• Building Design •Code Consulting• Inspection Services 558 S.E.Jackson St. Roseburg,Oregon 97470 Ph: (541) 672-0315 April 13, 2020 RECEIVED Far: (541)672-1787 SERA MAY 2 0 2020 Attn: Artur Grochowski CITY OF TiGARD 338 NW 5th Avenue BUILDING DIVISION Portland,OR 97209 RE: Dartmouth Apartments See Froelich Engineer's responses and Project No: 1903007 supporting calculations attached. Dear Artur, Rogers Engineering provides plan review services for the City of Tigard. A structural review of the documents for the proposed Dartmouth Apartments project has been completed. Additional information or clarification is needed for the following items. 1. Where is the corridor beam on calculation page 12 located?OSSC Sec. 1603.1 •1 2. Where is the header on calculation page 25 specified on the plans? OSSC Sec. JJ 1603.1 3. Where are joists on calculation pages 34 and 35 located? OSSC Sec. 1603.1 4. Where is the header on calculation page 44 specified on the plans?OSSC Sec. 1603.1 5. Clarify how Ts for typical demising walls on calculation page 120 corresponds to the holdowns. OSSC Sec. 1604.2 6. Calculation page 121 shows Ts= 11513 for typical demising walls. Clarify how this corresponds to the holdown schedule. OSSC Sec. 1604.2 7. Sheet S 102.1 C shows shear wall type A for wall 6.9 at level five. Provide clarification. OSSC Sec. 1604.2 8. Calculation page 126 shows incremental holdown forces of 5000, 6000, and 7000 for wall lines S.5-1,T-4, and T-6. Clarify how this corresponds to the holdown schedule. OSSC Sec. 1604.2 9. Calculation page 126 shows incremental holdown forces of 6000, 8000, and 8000 for wall line 5-3. Clarify how this corresponds to the holdown schedule. OSSC Sec. 1604.2 10. Calculation page 126 shows incremental holdown forces of 3000,4000, and 4000 for wall line 9. Clarify how this corresponds to the holdown schedule. OSSC Sec. 1604.2 11. Calculation page 126 shows incremental holdown forces of 4000, 5000, and 7000 for wall lines 11-1 and 11-4. Clarify how this corresponds to the holdown 111, schedule. OSSC Sec. 1604.2 Dartmouth Apartments April 13, 2020 Page 2 12. Calculation apge 126 shows incremental holdown loads of 4000, 5000, and 6000 • for wall line 12-4. Clarify how this corresponds to the holdown schedule. OSSC Sec. 1604.2 13. Calculation page 139 shows a drag force of 6846 for line T. How is the force resisted? OSSC Sec. 1604.2 14. Calculation page 140 shows a drag force of 6599 for line S. Clarify loading for the MSTI36 and MSTI 26 straps. OSSC Sec. 1604.2 15. Clarify the drag force on the MSTI36 strap at grid 9/P.9. OSSC Sec. 1604.2 16. Clarify the drag force for strap types 52 and 47 on grids 8.6 to 6 (calc. page 142). OSSC Sec. 1604.2 17. Calculation page 143 shows a drag force of 1647 for line 5. Clarify how this is resisted. OSSC Sec. 1604.2 18. Calculation page 199 shows 23 studs at grid G/12. This does not appear to match sheet S102.2B. Provide clarification. OSSC Sec. 1603.1 19. Calculation page 200 appears to show(16) #5 at grid B/8. Provide clarification. OSSC Sec. 1603.1 20. Calculation page 200 appears to show(20) #5 at grid D/8. Provide clarification. OSSC Sec. 1603.1 21. Calculation page 200 appears to show(12) and (10) #5 at grid E/7. Provide clarification. OSSC Sec. 1603.1 22. Calculation page 200 appears to show(14) #5 near grid F/14. Provide clarification. OSSC Sec. 1603.1 23. Calculation page 201 appears to show(10) #5 at grid B/8.5. Provide clarification. • OSSC Sec. 1603.1 24. Calculation page 201 appears to show(10)#4 B at grid G/6 and (5) #4 B at grid F/6. Provide clarification. OSSC Sec. 1603.1 25. Calculation page 202 appears to show(23)#5 at grid D/14. Provide clarification. OSSC Sec. 1603.1 26. Calculation page 202 appears to show(21)#5 at grid D/8. Provide clarification. OSSC Sec. 1603.1 27. Calculation page 241 shows (10) rails at grid L.9/13. Provide clarification. OSSC Sec. 1603.1 28. Calculation page 242 shows (12)#5x16T at grid T/10. This does not match Sheet S102.1B. OSSC Sec. 1603.1 29. Calculation page 244 appears to show(22) #5 near grid L/13. Provide clarification. OSSC Sec. 1603.1 30. Calculation page 244 appears to show(20) #5 at grid M.6/13. Provide clarification. OSSC Sec. 1603.1 31. Calculation page 244 appears to show(4) #5 at grid 12/M.4-N. Provide clarification. OSSC Sec. 1603.1 32. Calculation page 244 appears to show(8) #5 at grid 6.2/M.4-N. Provide clarification. OSSC Sec. 1603.1 33. Sheet S101.1B shows R12longitudinal reinforcing at grid N/7. This does not match calculation page 284. OSSC Sec. 1603.1 Dartmouth Apartments April 13, 2020 Page 3 • 34. Calculation pages 283 and 285 appear to show additional bottom reinforcing at specific locations. Provide clarification. OSSC Sec. 1603.1 35. Clarify how the wall groups on calculation page 331 correspond to page 332. For example, wall lengths for 1, 2, and 3 do not appear to match. OSSC Sec. 107.1 36. Clarify where the #6 dowel to slab on calculation page 332 are shown. OSSC Sec. 1603.1 37. Clarify where the#6 dowel to slab on calculation page 417 are specified on the plans. Also note that wall group 12, level 2 shows 0.74 in2/ft. reinforcing required. OSSC Sec. 1603.1 38. Provide weld calculations for the details on sheet S311. OSSC Sec. 1604.4 39. Calculation pages 636 and 638 show#7 @ 10 B for footings at grid C/3-C/8. Provide clarification. OSSC Sec. 1604.4 40. Calculation pages 694 and 695 specify#7 @ 12 top and #6 @ 12 bottom transverse reinforcing for the footing at grid 10. Provide clarification. OSSC Sec. 1603.1 41. Calculation pages 694 and 695 specify#6 @ 12 top and#7 @ 12 bottom longitudinal reinforcing at grid S. Provide clarification. OSSC Sec. 1603.1 42. Calculation pages 695 and 697 specify#7 @ 10 bottom at grid 5/Q.2-R.5. Provide clarification. OSSC Sec. 1603.1 43. It appears that calculation pages 694-697 indicate additional reinforcing is required at specific locations. Provide clarification. OSSC Sec. 1603.1 • 44. Calculation pages 694 and 696 specify#6 @ 8 for the footing at grid 12/J-K. Verify the #7 @ 12 specified is acceptable. OSSC Sec. 1604.2 45. Calculation pages 696 and 697 specify#7 @ 12 longitudinal for the footing at grid 10. Also clarify if(8) #7 is additional required reinforcing. OSSC Sec. 1603.1 46. Calculation pages 696 and 697 specify#6 @ 12 top and#7 @ 12 bottom transverse reinforcing at grid S. Provide clarification. OSSC Sec. 1603.1 47. Calculation page 699 specifies an equivalent fluid pressure of 55 pcf for restrained walls. Restrained wall calculations use 35 pcf in the design. Provide clarification. OSSC Sec. 1604.4 48. Calculation page 708 specifies#6 12"o.c. heel reinforcing. This does not match sheet S502. OSSC Sec. 1603.1 49. Calculation pages 744 and 747 show#6 12" o.c. vertical stem reinforcing. This does not match detail 16/S501. OSSC Sec. 1603.1 50. Schedule 21/S502 shows two 10 ft. walls. OSSC Sec. 107.1 51. Calculation pages 767 and 770 show a 12 inch stem wall. This does not match 21/S502. OSSC Sec. 1603.1 52. Calculation pages 768 and 771 show a 20 inch footing. This does not match 21/S502. OSSC Sec. 1603.1 53. Clarify the design of the wall on calculation page 787. Is the force inward and vertical dowel to the exterior of the wall? OSSC Sec. 1604.4 54. Where are calculations for the 12 ft. and 15 ft. walls in detail 17/S502? OSSC • Sec. 1604.4 Dartmouth Apartments April 13, 2020 Page 4 55. Calculations provide a design for isolated footings. Where are reactions for • determining size of footings? OSSC Sec. 1604.4 56. Where are calculations for bearing wall studs?Also provide information demonstrating shrinkage of framing members will not have an adverse effect on the building or systems. OSSC Sec. 1604.4 & 2304.3.3 57. Provide calculations for all masonry construction. OSSC Sec. 1604.4 58. Provide calculations for light gage framing. OSSC Sec. 1604.4 59. Provide a copy of the geotechnical report. OSSC Sec. 107.1 60. Provide a copy of the geopier design and drawings. OSSC Sec. 107.1 61. Provide design information for deferred structural items when available. OSSC Sec. 107.3.4.2 In order to expedite the review,provide a written response indicating how each item is addressed and which calculation, drawing, or detail contains the information as applicable. Should you have questions, please contact me at your convenience. Referenced Codes: OSSC Oregon Structural Specialty Code 2014 Edition Respectfully, kr,7 Tom Rogers, P.E. C: Tom Hochstatter, City of Tigard • Dartmouth Apartments Froelich Engineers April 4, 2020 Responses To Structural Review Dated April 13, 2020 1 The corridor beam on calculation page 12 is for the typical"B9" beams that support the decking where the decking span changes direction. Example:on S103.2 at Grid 5 and D. 2 The S.R.H2 header on calculation page 25 is the calculation for the typical interior header in the corridor walls supporting the South building roof. Refer to the beam map on page 19 of the calculations. 3 The joists on calculation pages 34-35 are on S105.1 between Grids T&V and 14&12.5. Refer to keynote 4 which shows the extent of the deck. 4 The N.R.H2 header on calculation page 44 is the calculation for the typical interior header in the corridor walls supporting the North building roof. Refer to the beam map on page 42 of the calculations. 5 "Ts"on calculation page 119 shows the tension force in the holdown for typical demising walls under flexural diaphragm distrubution. The force exceeded the holdown schedule because dead load from the floor joists was not accounted for. With the floor joist dead load accounted for,the tension force doesn't exceed the holdown schedule. The corrected spreadsheet is attached. 6 "Ts" on calculation page 120 shows the tension force in the holdown for typical demising walls under flexural diaphragm distrubution. The force exceeded the holdown schedule because dead load from the floor joists was not accounted for. With the floor joist dead load accounted for,the tension force doesn't exceed the holdown schedule. • The corrected spreadsheet is attached. 7 The shear wall summary for the rigid diaphragm analysis has been updated to show the plan shear wall callouts for clarification,see attached. 8 The incremental holdown force shown corresponds to the"ITF"column in the holdown schedule. The attached shear wall summary sheet has incremental holdown force columns relabeled to match the holdown schedule for clarity. Example:5.5-1 has an incremental holdown force of 5000 lbs in the"4F" column which corresponds to the "Level 4" "ITF"column in the holdown schedule which equals 5000 lbs. 9 See response to Item 8. The attached shear wall summary sheet has incremental holdown force columns relabeled to match the holdown schedule for clarity. 10 See response to Item 8. The attached shear wall summary sheet has incremental holdown force columns relabeled to match the holdown schedule for clarity. 11 See response to Item 8. The attached shear wall summary sheet has incremental holdown force columns relabeled to match the holdown schedule for clarity. 12 See response to Item 8. The attached shear wall summary sheet has incremental holdown force columns relabeled to match the holdown schedule for clarity. 13 The drag forces are resisted by metal straps between splices in top plates and drag members. 6846 is the maximum drag force in the line but is less than that in other locations. The"x"dimension in the calculation is measured from left to right on plan which shows where each drag force occurs. Straps are sized for each locations. 14 The drag force of 6599 occurs at the end of the wall but dissipates into the diaphragm. The corridor shear capacity is 360 plf over 6.5'which lowers the drag force to 6599-(360*6.5)=4259#at the MSTI36 strap. The standard floor shear capacity is 320 plf(Case 1)over 11.5'which lowers the drag force to 4259-(320*11.5)=579#. 1111 15 The drag force at the end of the shear wall is 4484#which has an MSTI48 drag strap. The floor diaphragm capacity is 360 plf over-15'which lowers the drag force to 4484-(360*15)<0#at the MSTI36. The strap and addition length in the drag strut is conservative. • 16 The drag force at the end of the shear wall is 3625#which has an MSTI36 strap. The corridor shear capacity is 360 plf over 6.5'which lowers the drag force to 3625-(360*6.5)=1285#at the MSTI26 strap. 17 The drag force of 1274#is resisted by the continuous double top plate. The top plate splices are fastened per detail 13/5610 and consists of either(10) 10d nails or an LSTA30 strap at splices giving a minimum capacity of 1640#. 18 Studrail type'C'has been updated in the studrail schedule in the plans to include 23 studrails per rail. 19 Rebar callout at grid B/8 has been upated on 5102.2E to'R9'which includes(18)#5 bars. 20 Calc page 200 at grid D/8 shows(20)#5 bars(6.2 inA2). 'R11'bar type is called out on the plans which is (16)-#6 bars (7.04 inA2). #6's were used to reduce congestion. 21 Callout in calculations calls out two sets of bar. It has to be modeled this way because there is a step in the slab at this location. Callout on page 200 at grid E/7 has a total of (22)-#5 bars(6.82 inA2). 'R11' bar type is called out on the plans which is(16)-#6 bars which is 7.04 in^2. #6's were used to reduce congestion. 22 The call out by grid F/14 has been updated in on 5102.2E to type'R8'with (14)-#5 bars. 23 Type'R13'in the rebar schedule has been updated to specify(10)-#5 bars in the plans. 24 #5 stirrups occur in this area per 37/5602 called out on S102.2A and provides this additional bottom reinforcement. 25 Calc. page 202 at grid D/14 shows(23)#5 bars(7.13 inA2). 'R6' bar type is called out on the plans which is (17)-#6 bars (7.48 inA2). #6's were used to reduce congestion. 26 Calc. page 202 at grid D/8 shows(21)#5 bars(6.51 inA2). 'R11' bar type is called out on the plans which is (16)-#6 bars (7.04 in^2). #6's were used to reduce congestion. 41111 27 Studrail type'J' has been updated in the studrail schedule in the plans to include 10 rails. 28 The callout at grid T/10 on sheet 5102.1E has been revised to call rebar type'R4'x 16'-0" long(12#5 bar) 29 Calc page 244 at grid L/13 shows(22)#5 bars(6.82 in^2). 'R6'bar type is called out on the plans which is (17)-#6 bars (7.48 in^2). #6's were used to reduce congestion. 30 Calc page 244 at grid M.6/13 shows(20)#5 bars(6.2 inA2). 'R11' bar type is called out on the plans which is (16)-#6 bars(7.04 inA2). #6's were used to reduce congestion. 31 Bar type'R7'x 16'-0" has been added(6-#5 bar)to 5102.1E at grid 12/M.4-N. 32 It appears the question is regarding bar at grid 6.2/S? Bar type'R5'x 16'-0" has been added(8-#5 bar)to 5102.1E 33 Bar callout at grid N/7 on 5101.1E has been changed to'R1'for(12)#5 bars. 34 The bottom bar indicated on pages 283 and 285 of the calculations have been evaluted. Page 283: There are a few locations where short bar of(3)#5 or less are indicated. We do not see that these locations need bar. These main occur at walls where#5 dowels at 12"oc will be present from the walls. Bottom bar'R13'has been added by grid 6-G and 9-G(10-#5 bars)on 5101.2B. Page 285: There are a few locations wehre short bar of(1)#5 or less are indicated. We do not see that these locations need bar. Bottom bar type'R13'has been added at grids M/13,M12 and M/6 on 5101.1B. 35 Page 331 of the calcs.shows a map of the concrete shear walls at the north building which matches the number in the Ram Structural model, numbers 1-13. As noted a couple of the wall lengths got confused in the spreadsheet on page 332. The spreadsheet has been corrected and is attached. 36 Walls with group#'s 9, 10 and 12 have#6 dowels designated on sheet 5102.2E with keyed note#19. • 37 Wall with group#1 has#6 dowels designated on 5102.1E with keyed note#19. The top of wall#5 does not anchor into the slab because it occurs at the stair opening. Load is delivered to the wall through drag bar'R22'. Wall#12 also • occurs at a stair opening. Load is delievered to it with drag bar'R15' The remainder of the wall has a delayed connection noted with keyed note#67 on 5102.1B. Detail 64/S604 has been added and cut on sheet S102.1B. Walls with group#'s 1 and 7 have#6 dowels designated with keyed note#19 on sheet S101.1B. 38 See attached calculations for the welds in the details on sheet S311. 39 Footing type'7'in the foundation schedule in the plans has been updated to call out#7 bottom bar at 10"oc each way at bottom. 40 Pages 694-697 of the calculations shows an outdated rebar layout for the foundation at the south building. The current version of this model output is attached. The design cuts and settings have been refined in this new model. The transverse bar now specifies: Bottom-#7 bar bar at the toe and#5 at 12"oc across the footing,Top-#6 at 12"oc. 41 See response to item#40. The longitudinal bar reflects what is specified for the retaining wall: Bottom-#5 bar at 12" oc,Top-#5 at 12"oc. 42 See response to item#40. The update shows#7 @ 12"oc each way. 43 See response to item#40. Update does not show additional reinforcing required. 44 See response to item#40. Update shows#7 @ 12"oc each way at this location. 45 See response to item#40. Update reflects#5 @ 12"oc longitudinal top and bottom 46 See response to item#40. The transverse bar now specifies: Bottom-#7 bar bar at the toe and#5 at 12" oc across the footing,Top-#6 at 12"oc. 47 The calculation on page 699 is for the retaining wall on grids 11 and S per 17/5502. The design for this wall is an envelope of the cantilevered and restrained designs. It is noted on 17/S502 that the wall is to be backfilled prior to pouring the PT slab. This engages and rotates the wall prior to it being restrained. With this,it meets the geotechnical • reports requiements for a cantilevereed wall design. Enveloping this with a restrained condition using 35 pcf fluid 48 17,18/5502 and 30/5503 have been updated to call for the#6 @ 12"oc heel reinforcing. 49 16/S501 has been updated to call for#6@12"oc vertical bar at earth side face of wall. 50 The last row the schedule in 21/5502 was intended to be for a 12'-0"wall. This has been corrected in the plans. 51 Pages 767 and 770 are the incorrect calculation for the 8'-0"wall in 21/5502 occuring on grid PN. See attached for the correct calculation. 52 See response to item#51. 53 This calculation is for water at the heel side and is a cantilevered conditon (it is mislabeled with soil in the title). The dowels are on the heel side of the wall-The#6 dowels are shown for the right wall on 23/5502. This calculation has a pressure of 62.4 psf. 54 The calculations for the 12'-0"wall in 17/S502 are shown on pages 713-718,731-736. This includes the cantilevered and restrained calculations for the enveloped design. The 15'-0"wall calculations are on pages 719-724, 737-742 which includes the cantileved and restrained calculations for the enveloped design. 55 Pages 566-585 of the calc. package shows calculations for isolated footing sizes 4'-0"square-12'-0"square. Attached are spreadsheets showing the loads used for sizing the footings. The loads were generated from the ram concept slab models. 56 Refer to the attached calculation addendum for bearing stud wall calculation and shrinkage calculation. Framing consists of modified platform framing so shrinkage is minimal. A threaded rod holdown system is used with shrinkage take up devices which will mitigate the shrinkage at the holdowns. • 57 Non-load bearing CMU walls occur on this project. See attached calculation for the wall design. 58 See attached for CFS wall framing calculations. All of the CMU are non-load bearing walls. The max height is 21'-0"at the north transformer room. See attached for calculation. 8'-0"fully grouted CMU with vertical bar at 16"oc. • 59 Will be submitted by owner or design team. 60 Will be submitted by contractor or design team. 61 Will be submitted by contractor or design team. • • Structural Calculations In Response To Structural Review Comments Dated April 13, 2020 Dartmouth Apartments Tigard, Oregon SERA Architects April 29, 2020 Job Number- 19-T076 5,cp,UCTUR4FiOpe �NGPN ss�a co cc 15 2 r 0 GON 1°p'� ?:TA (y25 Q1� 74RZ Dor • EXPIRES: 12/3i/2oz1, • FROELICH ENGINEER S * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. • MAIN OFFICE CENTRAL OREGON DENVER OFFICE 17700 SW Upper Boones Ferry RD. Suite 115 745 N.W. Mt.Washington Drive,Suite 204 940 Kimbark St,Suite 3 Portland,Oregon 97224 Bend,Oregon 97701 Longmont,Colorado 80501 503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001 . . . 4 Client: #### Project: ###k r=(Wf+Y4+V3+Y2)/D L Project#: #b## tt==Length of individual wall Total length of wall along gridline Date: #### -a=Length of moment arm in wall(if different than wall length) By: hrf=Wall Height flex to roof h4=Height of wall flr3-flN M. [Vrfilnf+1r4+13+12+3)+V4(1s4+13+12+2)+V3(13+M+1)+V2(12)jxlr FROELICH n3=Height of wall flr2-flr3 n2=Height of wallflrl-flee E N G IN E E R S l Vrf=Horizontal force at gridline from roof L V4-Horizontal force at gridline from 4a fir Ma=[Mt(hi)+V400+V3(hi)+V2(bt)ix Shear Walls & Holdowns V3=Horizontal force atgridline from 3id llr Lr V2=Horizontal force at gridline frosts 2°a fir L= 4th Floor to 3rd Floor r=unit shear in wall Wind:Mr=0.6[(Rtrib xRoojDL)+(Wtrib x WallDL)+(Ftrib xF/oorDL)] Roof DL: 19 Sf Ms-Overturning moment when upper well is 2 IL' p sacked above lower wall Seismic:Mr=(0.6-.1454<)[(Rnrib x RooJDL)+(Wirthx Wal/DL)+(Ftrrb x Floor )- Floor DL: 35 psf Mu=Overturning moment when upper wall is 2 Wall DL: 14 psf not stacked or does not exist rttrib,Wirib,Ftrlb=Roof,wall,and floor Tr=Mt-Mt Ts_Ms-Mr Stud Spacing: 16 inches oc tributary area.used for calculating dead load So L Mr=Resisting moment due to dead load TL=Tension if walls not sacked Wind:C=Ms+S/2[(Ro'ib a Roo L)+(ITirib aWalfDL)+(Frrib xF/oorDL)] Ts=Tension if walls sacked L. 12 5-Stud spacing Mr S/2 Cs=Compression at ends,if walls stacked Seismic:Cs=La+t2 (1+0.14Sa)[(Rbibx RooflL)+(Wn'ib xWa111DL)+(Ftrib xFloorDL)1 Wall L Lt La hd h5 h4 Vb V5 V4 v Ms Mu Rtl[b W(rb Fleb Mr Cs Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (f) ((I) (ft) (ft) (ibs) (ms) (ibs) (pit) pb°ft) (lb*ft) (6) (a) (ft) (Ib-(1) (Ibs) ribs) (lbs) Th.Rod Nailing _Event Front-Back Event J 7 21.3 5 14 11.3 10.3 2056 2225 1423 268 46296 19257 36 6072 9624 2637 8045 Th.Rod A S J.5 WEST 16.2 16.2 14.17 14 11.3 10.3 1743 1886 1206 299 119160 49566 36 _ 32399 8774 1212 6123 Th.Rod A S J.5 EAST 10.9 10.9 8.92 14 11.3 10.3 1968 2130 1362 500 134540 55964 36 14776 15448 4617 13426 Th.Rod C S TYP DEMISING 27.5 27.5 25.5 14 11.3 10.3 4046 4378 2800 408 276582 115048 36 12.0 172899 11520 -2269 4066 Th.Rod B S SHORT DEMISING 18.8 18.8 16.75 14 11.3 10.3 2771 2999 1918 410 189431 78796 36 43563 11674 2104 8709 Th.Rod B S • Side-Side Event '7.3 28.5 28.5 26.5 14 11.3 10.3 2993 3238 2071 291 204561 85090 36 100648 8084 -587 3921 Th.Rod A S 6 5.42 26 4.17 14 11.3 10.3 3947 4271 2732 421 56249 23398 36 3640 13854 4738 12616 Th.Rod B S CD 2 CP 2?3 CD 0 -, 4 Client: #### Project: #### #### L=Length of individual wall t"(✓rl+v4+VS+V2)�tr L Project#: Lt=Total length of wall along pidkuc Date: #### La=Length of moment atm or wall(if different then wall length) By: #### hrf=Wall Height Ho to roof a4=Haight of wall Ora-nr4 Arr-[rj hof+ld+la+la+3)+vd#4-1-l3+I¢+2)+f'J(/a+h2+1)+vz(lr2)]o_ u3=Height of wall 142-nr3 FROELICH a2=Height of small flel-nr2 e N O I N e C R e I Vrf-Horizontal forgo at gudline from roof L V4=Horizontal force at gridliae from 4°`Or If,=tl1f(hi)+V4(hi)+v3(hp+V2(hn]x. Shear Walls & Holdowns V3=Hmizontal force atgridlirm from 3'err V2=Horizontal force at gndlinc hour 2^'Or L' 3rd Floor to Podium -Unit shear in wall Wind:nt=0.6[(Rnibx RoofDL)+(Welk x WalIDL)+(Fenn er FloorDL)i Ms=Overturning moment when upper wall is Lr Roof DL: 19 psf stacked above lower wan Seismic:hfr=(0.6-.14Ss)[(Rb'iboRoofOL)+(Werib x WalIDL)+(FaffixFm loDL)[- Floor DL: 35 psf Mn-rn<mrmiag momeat when upper wall is 2 Wall DL: 14 psf not stocked or does not exist Rtrib.Weih.Ftdb=Roof.well.and floor Tu=Mn-der Stud Spacing: 16 inches oc tributary area.used forneledating dead load La L Mr-Resisting moment duo to dead load Ts-Tension if wallls nor slacked Mr V Wind:C a.+ 122[(Raibx AaJDL)+(Wirth xrvnalL)+(Flrib x FloorDL)1 Tr=Tension if calla aladccd s-stud spacing Sir S/2 Co=Compression at ads.if voila stacked Same:Cs +L. iZ(1+0.14Sa)[(Rnibx RoofDL)+(WM'b cWnRDL)+(Fnibx FloarDL)[ Seismic Wind Wall L Lt La h0 by h4 h3 V0 V0 V4 V3 v Ms Mu Ra,o Wpe F,,,e Mr Cs Tu Ts (1.0E ONLY) Noldowns Sheerwall Controlling Grid It) (ft) (It) (ft) (ft) (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) (plf) (Ib^n) (Ib°ft) (ft) 01) (It) (Ib°ft) (Ills) (Ibs) (Ibs) Th.Rod Nailing Event Front•Back Event J 7 21.3 5 14 11.3 11.3 10.3 2056 2225 1423 701 301 69796 21623 47 7996 14440 2725 12360 ±19942 0 A S NA/NA A/AIA/A J.5 WEST 16.2 16.2 14.17 14 11.3 11.3 10.3 1743 1886 1206 594 336 179652 55656 47 42666 13159 917 9667 ±18112 0 B S AIA/A/B NAIB/B J.5 EAST 10.9 10.9 8.92 14 11.3 11.3 10.3 1968 2130 1362 671 561 202839 62839 47 19459 23220 4863 20558 ±32485 0 C S A/B/C/C AIAIB/C TYP DEMISING 27.5 27.5 25.5 14 11.3 11.3 10,3 4046 4378 2800 1379 458 416988 129182 47 12.0 202595 17141 -2879 8408 ±23361 0 B S A/A/B/B A/A/A/A SHORT DEMISING 18.8 18.8 16.75 14 11.3 11.3 10.3 2771 2999 1918 944 460 285595 88477 47 57368 17531 1857 13626 ±24358 0 C S A/A/B/C A/AIA/A • Side-Side Event 7.3 28.5 28.5 26.5 14 11.3 11.3 10.3 2993 3238 2071 1020 327 308405 95543 47 132543 12118 -1396 6636 ±16626 0 B 5 NA/AB AIAIA/A 6 5.42 26 4.17 14 11.3 11.3 10.3 3947 4271 2732 1345 473 84804 26272 47 4794 20817 5151 19187 +29052 0 C S AB/B/C A/A/B/C CD 3 0ii Qo 6) rV • • • o v 3 of 74 Roof 6F-5F 5F-4F 4F-3F 3F-2F 5 1000 1000 3000 3000 4000 Item 7 Ill 6 3000 6000 7000 9000 10000 Envelope 7 3000 8000 11000 14000 15000 +Acc Torsion -Acc Torsion Torsion Case for Distribution Output Envelope North Building Incremental holdown forces Length(ft) WALL 5F 4F 3F 2F SW PLAN HD 28.25 C.8-1 2000 3000 5000 5000 OK A/B/C/D/E 6 11.83 C.8-2 4000 6000 7000 7000 OK A/B/C/D/E 6 21.5 C.8-3 2000 4000 6000 6000 OK A/B/C/D/E 6 19.92 C.8-4 2000 4000 6000 5000 OK A/B/C/D/E 6 19.92 C.8-5 2000 4000 6000 5000 OK A/B/C/D/E 6 27.75 C.8-6 0 2000 5000 4000 OK A/B/C/D/E 6 11.33 C.B-7 3000 5000 7000 7000 OK A/B/C/D/E 6 28.33 C.8-8 0 0 1000 3000 OK A/B/C/D/E 6 25.5 D-1 0 3000 3000 5000 OK A/B/C/C/D 6 25.08 D-2 0 3000 3000 5000 OK A/B/C/C/D 6 17.5 D-3 2000 4000 4000 6000 OK A/B/C/C/D 6 12 D-4 3000 5000 6000 7000 OK A/B/C/C/D 6 7.75 D-5 4000 6000 6000 8000 OK A/B/C/C/D 6 15.08 D-6 4000 6000 6000 8000 OK A/B/C/C/D 6 26.58 D.5-1 -1000 2000 4000 4000 OK A/B/C/D/D 6 26.58 D.5-2 -1000 2000 4000 4000 OK A/B/C/D/D 6 23.08 E-1 0 1000 2000 4000 OK A/B/C/C/D 6 17.83 E-2 2000 4000 5000 6000 OK A/B/C/C/D 6 23.08 E.4W 1000 3000 3000 5000 OK A/B/C/C/D 6 28.42 E.6W -1000 2000 2000 4000 OK A/B/C/C/D 6 12.25 FW-1 3000 5000 6000 6000 OK A/B/B/C/C 6 15.67 FW-2 2000 3000 4000 4000 OK A/B/B/C/C 6 • 5.5 GW-1 5000 7000 8000 8000 OK A/B/B/C/C 6 6 GW-2 5000 6000 8000 8000 OK A/B/B/C/C 6 5.92 GW-3 5000 6000 7000 7000 OK A/B/B/C/C 6 23.08 E.4E 1000 2000 3000 3000 OK A/B/B/C/C 6 12.5 FE-1 3000 5000 7000 7000 OK A/B/C/D/D 6 12.25 FE-2 3000 5000 7000 7000 OK A/B/C/D/D 6 6 GE-1 5000 6000 8000 8000 OK A/B/B/C/C 6 6 GE-2 5000 6000 8000 8000 OK A/B/B/C/C 6 6 GE-3 5000 6000 8000 8000 OK A/B/B/C/C 6 5.5 GE-4 5000 7000 8000 8000 OK A/B/B/C/C 6 30 12-1 0 3000 8000 8000 OK 4/C/E/F*/F* 7 13.33 12-2 5000 8000 13000 12000 OK 4/C/E/F*/F* 7 11.5 12-3 6000 9000 13000 13000 OK 4/C/E/F*/F* 7 13.25 12-4 5000 8000 13000 12000 OK 4/C/E/F*/F* 7 11 11-1 6000 9000 9000 13000 OK A/C/E/E/F* 7 10.67 11-2 6000 9000 9000 13000 OK A/C/E/E/F* 7 17.08 11-3 4000 6000 6000 11000 OK A/C/E/E/F* 7 28.42 8.8 2000 5000 4000 4000 OK A/C/E/E/E 6 26.58 8.4 2000 5000 4000 4000 OK A/C/E/E/E 6 28.42 7.9 1000 3000 4000 4000 OK A/B/C/D/D 6 26.58 7.5 1000 3000 4000 4000 OK A/B/C/D/D 6 28.42 7 1000 3000 4000 4000 OK A/B/C/D/D 6 26.58 6.6 1000 3000 4000 5000 OK A/B/C/D/D 6 28.42 6.2 1000 3000 4000 5000 OK A/B/C/D/D 6 29.42 5.9 -1000 2000 3000 4000 OK A/B/C/D/D 6 6.92 5-1 6000 9000 9000 9000 OK A/C/D/D/E 7 5.83 5-2 6000 9000 8000 9000 OK A/C/D/D/E 7 13.67 5-3 5000 7000 7000 7000 OK A/C/D/D/E 7 17.08 5-4 4000 6000 6000 6000 OK A/C/D/D/E 7 S 29.92 4.5-1 0 4000 7000 9000 OK 1/C/D/F*/F* 7 13.33 4.5-2 5000 7000 11000 12000 OK 1/C/D/F*/F* 7 11.67 4.5-3 5000 8000 11000 12000 OK 1/C/D/F*/F* 7 13.17 4.5.4 5000 7000 11000 12000 OK VC/D/F*/F* 7 4 of 74 Roof 5F-4F 4F-3F 3F-2F 1 0 2000 4000 4000 Item 7 2 2000 3000 4000 4000 Envelope • 3 3000 5000 7000 7000 +Acc Torsion 4 4000 6000 8000 8000 -Acc Torsion 8 Torsion Case for Distribution Output Envelope South Building Incremental holdown forces Length(ft) WALL 4F 3F 2F SW PLAN HD 7.83 1-1 3000 5000 6000 OK A/A/B/C 4 14 J-2 3000 50D0 6000 OK A/A/B/C 4 16.17 1.5-1 2000 3000 5000 OK A/B/C/D 4 10.92 1.5-2 3000 40D0 6000 OK A/B/C/D 4 27.5 K.1 -1000 2000 2000 OK A/B/C/C 2 28 K.5 -1000 1000 2000 OK A/B/C/C 2 28 L.3-1 -1000 1000 2000 OK A/B/C/C 2 27.5 L.3-2 -1000 1000 2000 OK A/B/C/C 2 28 M.1 -1000 1000 2000 OK A/B/C/C 2 27.5 M.5 -1000 1000 2000 OK A/B/C/C 2 28 N -1000 1000 2000 OK A/B/C/C 2 27.5 N.7 -1000 1000 2000 OK A/B/C/C 2 23.58 N.9 1000 2000 2000 OK A/B/C/C 2 18.75 P.7 2000 3000 3000 OK A/B/C/C 3 27.5 P.9 1000 3000 3000 OK A/C/D/D 3 27.5 Q.9 1000 2000 3000 OK A/C/D/D 3 12.83 5.5-1 5000 6000 7000 OK A/C/D/D 3 15.83 5.5-2 4000 5000 6000 OK A/C/D/1) 3 13.5 5.5-3 4000 6000 6000 OK A/C/D/D 3 19.67 5.5-4 3000 5000 5000 OK A/C/D/D 3 25.08 5.5.5 3000 4000 5000 OK A/C/D/D 3 15.25 5.5-6 4000 5000 6000 OK A/C/D/D 3 19.17 T-1 4000 5000 6000 OK A/C/D/D 3 16.17 T-2 4000 5000 6000 OK A/C/D/D 3 26 T-3 3000 4000 5000 OK A/C/D/D 3 13.75 T-4 5000 6000 7000 OK A/C/D/D 3 19.83 T-5 4000 5000 6000 OK A/C/D/D 3 13.08 T-6 5000 6000 7000 OK A/C/D/D 3 28.5 5 2000 3000 4000 OK /C/D/D 1 8.33 5-1 5000 6000 6000 OK A/B/C/C 4 12.25 5-2 5000 6000 6000 OK A/B/C/C 4 5.42 5-3 6000 8000 8000 OK A/B/C/C 4 28.58 6 1000 2000 2000 OK A/B/C/C 2 28.58 6.5 1000 2000 2000 OK A/B/C/C 2 28.58 6.9 1000 2000 2000 OK A/B/C/C 2 28.58 7.3 1000 2000 2000 OK A/B/C/C 2 28.58 7.7 1000 2000 2000 OK A/B/C/C 2 28.58 8.2 1000 2000 2000 OK A/B/C/C 2 28.58 8.6 1000 2000 2000 OK A/B/C/C 2 26.17 9 3000 4000 4000 OK A/B/C/C 2 8.58 11-1 4000 5000 7000 OK A/B/C/D 3 24.33 11-2 2000 3000 4000 OK A/B/C/O 3 12.92 11-3 4000 5000 6000 OK A/B/C/D 3 10.83 11-4 4000 5000 7000 OK A/B/C/D 3 12.92 11-5 4000 5000 6000 OK A/B/C/D 3 12.75 11-6 4000 5000 6000 OK A/B/C/D 3 12.92 11-7 4000 5000 6000 OK A/B/C/D 3 12.67 11-8 4000 5000 6000 OK A/B/C/D 3 12.83 11-9 4000 5000 6000 OK A/B/C/D 3 26.92 11-10 1000 3000 4000 OK A/B/C/D 3 21.67 12-1 1000 2000 3000 OK A/B/C/D 3 16.17 12-2 3000 4000 6000 OK A/B/C/D 3 20.75 12-3 3000 4000 5000 OK A/B/C/D 3 14 12-4 4000 5000 6000 OK A/B/C/D 3 25.75 12-5 3000 4000 5000 OK A/B/C/D 3 • 20.33 12-6 1000 3000 4000 OK A/B/C/D 3 19.5 12-7 3000 4000 5000 OK A/B/C/D 3 18.58 12-8 3000 4000 5000 OK A/B/C/D 3 Dartmouth-North • • 2nd Level Slab thickness: 12 inches Concrete Shear Walls-Drag Lines (#'s Correspond to 1st Level PT model map) Wall Seismic Loads from Lateral Soil Load from Dowel slab/wall Width of Shear Plane Ratio of tension/ Ratio of tension Load comb with over Wall Shear Load Capacity of Shear Area of Drag bar Group 2nd Level Ram Stroct. 2nd Level Ram Struct connection.(ini/ft of Dowels wall to slab/ft tributary to shear wall comp.to total length to Drag Bars # Model(kips) Model(Kips) strength: 2.5EC3+16H Length(FT) /ft(KLF) wall) (ft) Plane(Kips) diaphragm length diaphragm length requried(in^2) 1 281 1.5 704.9 37 19.1 0.37 (2)85 @ 12 oc 35 606 0.8 Drag not required n/a 2 113 1.7 285.22 20 14.3 0.28 (2)85 @ 12 oc 18 312 0.75 Drag not required n/a 3 45.3 0.3 113.73 10 11.4 0.22 (2)85 @ 12 oc 44 762 1 Drag not required n/a 4 91.4 9 242.9 20.9 11.6 0.23 (2)85 @ 12 or 44 762 1 Drag not required n/a 5 28.4 0.2 71.32 10 7.1 0.14 (2)85 @ 12 or 12 208 1 Drag not required n/a 6 137 1.9 345.54 20.9 16.5 0.32 (2)85 @ 12 oc 25 433 1 Drag not required n/a 7 437 2.2 1096.02 67 16.4 0.32 (2)85 @ 12 oc 62 1073 1 Drag required 0.4 (4)#6 bar 8 8.5 0.4 21.89 10.5 2.1 0.04 (2)45 @ 12 or 40 692 1 Drag not required n/a 9 237 0.2 592.82 17.4 34.1 0.67 (2)#6@12oc 30 519 1 Drag required 1.4 10 331 5 835.5 23.1 36.2 0.71 (2)#6@12"oc 40 692 0.75 Drag not required n/a 11 270 4 681.4 23.1 29.5 0.58 (28t5 @ 12 oc 14 242 0.7 Drag required 4.6 (8)#7 bar 12 256 3.3 645.28 17 38.0 0.74 (2016@120c 45 779 0.75 Drag not required n/a 13 282 0.3 705.48 28 25.2 0.49 (2)45 @ 12 oc 33 571 0.8 Drag not required n/a CD CD 3 CO C-1T CP 0 -+. 40 Moin OHrp CUENT: j$I..T 17700 SW Upper Boones Ferry Rd.n115 PAGE ! Portland,Oregon 97224 503-624.7005 PROJECT:bortri0 oil ❑Centro!Oregon 745NWMt.Washirgtkr1 Dr.4204 NUMBER: 1q--r076 6 of 74 Bend.Oregon 97703 541-383-1828 DATE: 7//7/Za OE L I C H Ill Denver O(fire E N G I N E E R S I 940 Kimbarkt. St'Suite 3 Item 38 lnngmo ^ rr..`SA re� " 'd'` ^`m c°"' 720-799-1001 Cobrodo 80501 jq BY: �(� \kit k CA.I CUlikt;ans --Coolop;es AgfOK&C -ro r/o.n e ec/f ccyrtr,eta r 4*. 38) De-rf; I S. Z. -3 C1dr Connect; s uwck (el....J 1't (Root f die,.ri.,ierl) y=3710 Ib C1 .2bt1.6c) Nii M=4-C6x 4t V/Oc(1144Carri ea s-nez.-,-- \oz.( M on.--errt 111211 O2n = I.367a r Q I.-era (4 6.A(GI') = 33:. k >) 313'° 1b ---- an = )•3°12 D.2 = 1.3.12 L974' (6") ' 3 3.4'eI ps q. c) K'tt = V141 ck 14Gr415 ro P a419 9C7149.`+ v�' CAA- KA;#e e1,..a e- (Evrrrsr c.a.s o) 33 .1f k >.19_12-K :. I:n%Ce. iolw7c. weas fret-e. .1.ftett/PO.e 0 4 0 Moan Office CLIENT: S�(Z/(- PAGE / 17700 SW Upper Boons ferry Rd.#115 Portland,Oregon 97224 I" ,.k 503-624-7005 PROJECT:Dry-}-r1 0 U th 0 Centro!Oregon 745 NW Mt.Washington Dr. •204 NUMBER: 1 01 -T0?6 7 of 74 Bend,Oregon 97703 541-383-1828 DATE:4 /1/ FROELICH doe.-.�rortce 2 ' ill ENGINEERS& 940 Kimball(St.Suite 3 / Item 38 wtix. Longmont,Cotorado 80501 BY:/�0 �" "h�"1Y1S2D1° 720.799-1 OW 9IGG1e Werld4 o & f INre- -fo __ 4.- e- rINre' V='331016 (I•z o t-l.6&) L11Z„= 1:319, lob = 1 .3a2( 6/6')(6") _ Co I<i PS > 3. 10 Jb o Weld To 1'Ace. f Iw+e- ?s o.It c do-te- .'. F ,2I0-t< <a-e,41s fo I-t C bew" tVe" ct at.,,erar. OK L3 ut,ccrY-rt4, Demi } 4_ 5ra-:-e ,ravi, ae s_. Worm Cuy..e re.im.r,a,,, 1 Vt., = I,478Icies (rat 503 - win , s-e o-r;j,,,..,.I ca.loi (I •ao )4- 1,d (,..)) �eIS i 0 R n = t.3-a a (4/6' )C6" - VI."-) 'D -' a7. gik,Ps ... W lf suw; errr wt r fo-f V! �,, r SS $x6 / � = o. g84Cip.sw.retaweld 1-1 D T -i 15 - G0117 ec f(or kr (.uoT y Crr!'it ec Relm,t;ont u-t node- tl9' (ste- orleptol c'.Ics) .1= ' sto Ib Nil- (4,o) .k-Fr (I.ao - 1-6s) ( Cie c Yl e r f `/Cv"1 L)r ro 1CA i t-t. y'!".r e. J2n' .'3gZC`�//`^)/6") : 33. 9- K >)251 a i6 Ci,veck ro"enr N. 7/k- • 01/n' 1.-2`t t4//61') (fir,) : 27.c,7k'p > '.S.42_ ►fps • Cc,r 4" Cvnnu/ion a e- V6-+e-in MOMG.y'r ur+1 slaw 4 ❑Man Ofce CLIENT: S 17700 SW Upper Boones Ferry Rd.M115 Portland. rtland.Oregon 97224 IC PAGE 503b24-7005 PROJECT: U rr,- even cenhol Oregon 8 of 74 745 NW Mt.Washington Dr.+r204 NUMBER: q'I U 76 Bend.Olegon 97703 541383-1828 DATE: �/�� IROELICH ❑ D r�flye ENGINEERSI 940 Kimbark St.Suite 3 Longmonw�.ic roe,ich_ergineersmm 99-10Colorada 80501 BY:/_ ' +,6 Item 38 c-a-nogy v.1;ra ks (Pura;Ir q R.. t 0)_. Vr= 4.oa./C (I-at irbs) ) see naei* be*- al > HSS 1ox6x3/e /8 PcrAri t-ti5 cad P rG afeera rr'orl Cftp kre -r,> CO1vrsn j Sir+:1hr ORn = 34M (6/r6"' (In" - V/8/5c'a) : ??.aSk >>. o'a • (s„topy loetkei • Dartmouth Apartments-Dartmouth-South Building Foundation C.cpt-4/17/2020 Design Status: Latitude Top Reinforcement Plan Design Status:Uur Lines;User Retie;User DFwnemna;Latitude Span Designs;Span Design Top Bars;Span Design Bar De.ceptIons;Latitude Ds Design DS Design Top Ben;b )(� Y of�/A Drawing Import User Lines;User Robs;User Dimensions; / Element Wall Elements Below;Wall Elements move;well Element Outline Only Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Onlp Reinforcement Top Fad Concentrated Reint.;Both Faces Concentrated Ralnf.;Auto Face Concentrated Relnf;Concentrated Rein?.Descriptions;Top Face Distributed Rent;Both Faces Distributed Reim;Auto Face Distributed Relnt.;Distributed Reln,.Desaiptlans;Latitude User Concentrated Re (3)DTslUT Item 40-46 i106.10 .7 • 117012T.._.. as@j,]T ;i 1 • Design Status: Latitude Top Reinforcement Plan- 1 Dartmouth Apartments-Dartmouth-South Building Foundation C.cpt-4/17/2020 Design Status: Latitude Bottom Reinforcement Plan Design Status:User Lines;User Notes;User Dimensions;Latitude Span Designs:Span Design Bottom Bars;Span Design Bar Descriptions,Latitude DS Designs;DB Design Bottom Bars; O of 74 mwm Import oy Impo User Lines:User Notes:User Dimensions: I Element,Wall Elements Below;Wall Elements Above;Wall Element Outline Only.Column Elements Below;Column Elements Above;Slab Elements,:Slab Element Outline Only; Reinforcement Bottom Fapa Concentrated Ralnt;Both paces Concentrated Reint.;Auto Face Concentrated Reint.;Concentrated Rains.Descriptions;Bottom Face Distributed Belnt..;Both Faces Distributed Seim'.Auto Face Distributed Rainy.',Distributed Reinr.°ascriptions;latitude User Concentr Scats ell400 • Item 40-46 B; ,ge s�=a_ ngl ,zB vj>mn II *VIM nEQt orelT nfauf • Design Status: Latitude Bottom Reinforcement Plan-2 Dartmouth Apartments-Dartmouth -South Building Foundation C.cpt-4/17/2020 Design Status: Longitude Top Reinforcement Plan Design Status:User Lines:User Rotes;user Dimension;Longitude Span Designs;Span Design Top Bars:Span Design Bar Description;Longitude DS Designs;DS Design Top Bars: 1 j a#1 O %A Drawing Import':User Lines;User Notes:User Dimensions; I I I Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only.Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only: Reinforcement.Top Face Concentrated Reinf.;Bath Faces Concentrated Reint.Aim Face Concentrated Reid..:Concentrated Reinf.Descriptions;Tap Face Distributed Belnl.;Both Faces Distributed Reins.;Auto Face Distributed Saint.;Distributed Rebel.Descriptions;Longitude User Concentrated I io- ap0 Item 40-46 i • n n 4 y s • • a', • • — 5;--- —.lei r • Design Status: Longitude Top Reinforcement Plan-3 Dartmouth Apartments- Dartmouth-South Building Foundation C.cpt-4/17/2020 Design Status: Longitude Bottom Reinforcement Plan Design Statue User Lines;User Rotes;User Dimensions;Longitude Span Designs;Span Design Bottom Ban;span Design Bar-Descriptions:Longitude DS Designs;DS Design Bottom Bars; 12 of /Y Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only Column Elements Below;Column Elements Above;Slab Elamenes;Slab Element Outline Only; Rairdarcemert..Bottom Face Concentrated Reiff.;Both Faces Concentrated Relnf..;Auto Face Concentrated Reiff.;Concentrated Relnf,Descriptions;Bottom Fete Distributed Baird.;Both Faces Dievmumd RNnn;Auto Floe Distributed Rein;Distributed Reber.Descriptions;Longitude Uses Conner Scale-WOO Item 40-46 • • • • • • • • • • • • • • • 1 • Design Status: Longitude Bottom Reinforcement Plan-4 Use menu item Settings>Printing&Title Block Title Page: 1 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN:Cant 8'-0 WIO Seismic 13 of 74 Item 51 This Wall in File:p:12019\19-t076(dartmouth)lengineering\calculations\foundations\retaining walls\ RetainPro lc)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria 1 Soil Data fi•• :. Retained Height = 8.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in EMEM Surcharge Loads ` L Lateral Load Applied to Stem ` Adjacent Footing Load ` Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs a NOT Used To Resist Sliding&Overturning ...Height to Tor = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft L Load Type = Seismic(E) Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.16 OK Wall Material Above"Ht" = Concrete fa Sliding 1.44 Ratio<1.5! Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 4,875 lbs Rebar Size = # 5 ...resultant ecc. = 5.96 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,366 psf OK Re Placed at = Edge Soil Pressure @ Heel = 406 psf OK Desigb ar n Data fb/FB+fa/Fa = 0.673 Allowable = 5,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,913 psf Service Level lbs= ACI Factored @ Heel = 569 psf Strength Level lbs= 1,995.6 Footing Shear @ Toe = 9.7 psi OK Moment....Level Footing Shear @ Heel = 9.4 psi OK Service Level ft = Strength Level ft-#= 5,593.2 Allowable = 94.9 psi Sliding Calcs Moment Allowable = 8,312.6 Lateral Sliding Force = 1,526.9 lbs Shear Actual less 100%Passive Force= - 150.0 lbs Service Level psi= less 100%Friction Force = - 2,051.3 lbs Strength Level psi= 26.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 ....for 1.5 Stability = 89.1 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data f m psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 Pc psi 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN: Cant 8'-0 W/O Seismic 14 of 74 Item 51 This Wall in File:p:\2019\19-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(e)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2118 in2/ft (4/3)*As: 0.2824 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2475 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 4.00 Factored Pressure = 1,913 569 psf Total Footing Width = 5.50 Mu' :Upward = 2,014 4,669 ft-# Footing Thickness = 12.00 in Mu': Downward = 383 7,311 ft-# Mu: Design = 1,632 2,642 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.74 9.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 50.60 50.60 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined • Min footing T&S reinf Area 1.43 in2 Min footing T&S reinf Area per foot 0.26 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 2,933.3 3.83 11,244.4 Surcharge over Heel = 109.4 4.50 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,526.9 O.T.M. 4,744.7 Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= = = Footing Weight = 825.0 2.75 2,268.8 Resisting/Overturning Ratio = 3.16 Key Weight = Vertical Loads used for Soil Pressure= 4,875.0 lbs Vert.Component = Total= 4,558.3 lbs R.M.= 14,979.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN: Cant 8'-0 W/O Seismic 15 of 74 Item 51 .This Wall in File: p:12019119-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS, INC Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.055 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 1111 Use menu item Settings>Printing&Title Block Title • Page: 1 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN:Cant 8'-0 W!Seismic 16 of 74 Item 51 This Wall in File:p:12019119-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil DataI ;i;:;:> . Retained Height = 8.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in tini Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 480.0#!ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ,,,Height to Top = 5.30 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 ...Height to Bottom = 4.30 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem ` (Strength Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.24 OK Wall Material Above"Ht" = Concrete Sliding = 1.18 Ratio< 1.5! Design Method = LRFD LRFD • Thickness = 8.00 Total Bearing Load = 4,875 lbs Rebar Size = # 5 ...resultant ecc. = 10.75 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,753 psf OK Regaed at = Edge Soil Pressure @ Heel = 20 psf OK Designn D Datata fb/F8+fa/Fa = - 0.950 Allowable = 5,000 psi Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,454 psf Service Level lbs= ACI Factored @ Heel = 28 psf Strength Level lbs= 2,475.6 Actual Footing Shear @ Toe = 12.8 psi OK Mom Service.Level Level ft-#= Footing Shear @ Heel = 18.1 psi OK Strength Level ft-#= 7,897.2 Allowable = 94.9 psi Sliding Calcs Moment Allowable = 8,312.6 Lateral Sliding Force = 1,862.9 lbs Shear Actual less 100%Passive Force= - 150.0 lbs Service Level psi= less 100%Friction Force = - 2,051.3 lbs Strength Level psi= 33.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 ....for 1.5 Stability = 593.1 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data • Wind,W 1.000 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings> Printing&Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN: Cant 8'-0 WI Seismic 17 of 74 Item 51 This Wall in File:p:\2019119-t076(dartmouth)lengineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.299 in2/ft (4/3)*As: 0.3987 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.299 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.50 ft Toe Hggl Heel Width = 4.00 Factored Pressure = 2,454 28 psf Total Footing Width = 5.50 Mu' :Upward = 2,513 2,878 ft-# Footing Thickness = 12.00 in Mu': Downward = 383 7,311 ft-# Mu: Design = 2,130 4,434 ft-# Key Width = 0.00 in Actual 1-Way Shear = 12.79 18.07 psi Key Depth = 0.00 in Allow 1-Way Shear = 50.60 94.87 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7©27.78 in,#8@ 36.57 in,#9@ 46 • Key: No key defined Min footing T&S reinf Area 1.43 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in LSummary of Overturning & Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft fta# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 2,933.3 3.83 11,244.4 Surcharge over Heel = 109.4 4.50 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 336.0 5.80 1,948.8 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,862.9 O.T.M. 6,693.5 Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= = = Footing Weight = 825.0 2.75 2,268.8 Resisting/Overturning Ratio = 2.24 Key Weight = Vertical Loads used for Soil Pressure= 4,875.0 lbs Vert.Component = Total= 4,558.3 lbs R.M.= 14,979.9 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in aik the calculation of Sliding Resistance. lir Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings> Printing&Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 14 APR 2020 for your program. Description.... Grid PN:Cant 8'-0 W/Seismic 18 of 74 Item 51 This Wall in File:p:12019\19-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS, INC Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.071 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. • • 0 • • NORTH BUILDING-FOOTING LOADS FROM RAM CONCEPT MODEL ASD Load Combinations Footing Sizes Capacity(Kips) Comb 1 D+L 4'-0"Sq 70 Comb 2 D+0.75L+0.755 6'-0"Sq 160 Comb 3 D+0.75L+ABS(0.75*0.7E-West)+0.755 8'-0"Sq 300 Comb 4 D+0.75L+AB5(0.75*0.7E-North)+0.755 10'-0"Sq 460 12'-0"Sq 650 Includes Concrete Column Weight Column Loads Dead Load Live Load Snow Load Seismic-West Load Seismic-North Load Comb.1 Comb 2 Comb 3 Comb 4 Max Load Footing Size ID Location(feet) IStd.Fz(Kips) Location(feet) IStd.Fz(Kips) Location(feet) IStd.Fa(Kips) Location(feet) IStd.Fz(Kips) Location(feet) IStd.Fz(Kips) (kips) (kips) (kips) (kips) (Kips) Square ft 1(-200.6,-110.1) 86.01 (-200.6,-110.1) 25.02 (-200.6,-110.1) 4.555 (-200.6,-110.1) -14.58 (-200.6,-110.1) 0.5567 123.1 120.3 127.9 120.6 127.9 6 2(-200.5,-68) 142.2 (-200.5,-68) 42.63 (-200.5,-68) 8.849 (-200.5,-68) -42.57 (-200.5,68) -1.14 196.9 192.9 215.3 193.5 215.3 6 3(-200.5,-41) 176.5 (-200.5,41) 54.67 (-200.5,-41) 11.71 (-200.5,-41) -51.24 (-200.5,41) 1.085 243.3 238.4 265.3 239.0 265.3 8 4(-200.5,-15) 116.4 (-200.5,-15) 30.71 (-200.5,-15) 8.374 (-200.5,-15) -8.745 (-200.5,-15) 0.247 159.2 157.8 162.4 157.9 162.4 8 _ 5(-200.5,-7) 45 (-200.5,7) 11.96 (-200.5,-7) 0.2478 (-200.5,-7) 3.212 (-200.5,7) -1.932 69.1 66.3 67.9 67.3 69.1 6 6(-200.5,-89.09) 147.9 (-200.5,-89.09) 44.82 (-200.5,-89.09) 9.429 (-200.5,-89.09) -28.11 (-200.5,89.09) 0.6488 204.8 200.7 215.4 201.0 _ 215.4 8 7(-178.1,-68.02) 134.4 (-178.1,-68.02) 50.69 (-178.1,-68.02) 4.843 (-178.1,-68.02) 23.74 (-178.1,68.02) 5.402 197.2 188.1 200.6 191.0 200.6 8 _ 8(-178,41.01) 161.5 (-178,41.01) 64.12 (-178,41.01) 5412 (-178,41.01) 19.58 (-178,-41.01) 14.05 237.7 225.7 236.0 233.1 237.7 8 _ 9(-177.9,-110) 94.54 (-177.9,-110) 30.09 (-177.9,-110) 3.071 (-177.9,-110) 7.237 (-177.9,-110) -55.68 136.7 131.5 135.3 160.7 160.7 8 10(-177.9,88.95) 145.1 (-177.9,88.95) 47.23 (-177.9,88.95) 6.369 (-177.9,-88.95) 26.97 (-177.9,88.95) 13.48 204.4 197.4 211.6 204.5 211.6 8 11(-176.4,-7.013) 56.18 (-176.4,-7.013) 12.51 (-176.4,-7.013) 1.93 (-176.4,-7.013) 0.143 (-176.4,7.013) 0.9391 80.8 79.1 79.2 79.6 80.8 6 12(-176.2,-17.17) 170.5 (-176.2,-17.17) 49.37 (-176.2,-17.17) 6.874 (-176.2,-17.17) 0.9958 (-176.2,-17.17) 46.98 232.0 224.8 225.3 249.4 249.4 8 13(-150.5,-94.06) 197 (-150.5,94.06) 68.79 (-150.5,-94.06) 8.017 (-150.5,-94.06) 38.15 (-150.5,94.06) -1.822 272.6 261.4 281.4 262.4 281.4 8 14(-150.5,-111) 79.58 (-150.5,-111) 25.9 (-150.5,-111) 2.949 (-150.5,-111) -1.659 (-150.5,Ill) 1.39 112.3 108.0 108.9 108.7 112.3 6 15(-123.6,-14.99) 216 (-123.6,-14.99) 71.02 (-123.6,-14.99) 4.925 (-123.6,-14.99) 0.1175 (-123.6,-14.99) -11.83 293.8 279.8 279.8 286.0 293.8 8 16(-123.5;111) 53.54 (-123.5,-111) 39.09 (-123.5,-111) 0.769 (-123.5,-111) 5.486 (-123.5,111) 0.4895 99.4 90.2 93.1 90.5 99.4 6 17(-123.5,93.5) 149.6 (-123.5,93.5) 98.72 (-123.5,-93.5) 3.348 (-123.5,93.5) 15.77 (-123.5,-93.5) -2.159 255.1 233.0 241.2 234.1 255.1 8 18(-123.5,68) 264.6 (-123.5,-68) 116 (-123.5,-68) 10.88 (-123.5,-68) 17.91 (-123.5,68) -39.03 387.4 366.6 376.0 387.1 387.4 10 19(-123.5,41) 312.1 (-123.5,41) 111.7 (-123.5,41) 21.24 (-123.5,41) 5.651 )-123.5,41) 3.608 430.6 418.6 421.6 420.5 430.6 10 20(-123.5,6.972) 77.96 (-123.5,-6.972) 16.44 (-123.5,-6.972) 9.628 (-123.5,-6.972) 0.6244 (-123.5,6.972) 54.33 101.2 104.3 104.6 132.8 132.8 6 21(-96.54,-111) 52.08 (-96.54,-111) 37.94 (-96.54,-111) 0.2588 (-96.54,-111) -1.382 (-96.54,-111) 0.5117 96.8 87.5 88.3 87.8 96.8 6 22(-96.54,93.5) 144.5 (-96.54,-93.5) 98.88 (-96.54,93.5) 1.873 (-96.54,-93.5) -10.95 (-96.54,-93.5) -2.546 250.2 226.9 232.6 228.2 250.2 8 _ 23(-96.54,-68) 268.1 (-96.54,-68) 121.1 (-96.54,-68) 11.34 (-96.54,-68) -6.247 (-96.54,-68) -38.73 396.0 374.2 377.5 394.6 396.0 10 24(-96.54,41) 299 (-96.54,-41) 108.7 (-96.54,41) 21.88 (-96.54,-41) -72.95 (-96.54,-41) 2.321 414.5 403.7 442.0 405.0 442.0 10 25(-94.12,-14.99) 207.9 (-94.12,14.99) 71.4 (-94.12,-14.99) 4.887 (-94.12,-14.99) -10.48 (-94.12;14.99) -13.27 286.1 271.9 277.4 278.9 286.1 8 26(-94.12,-6.972) 56.37 (-94.12,-6.972) 10.51 (-94.12,6.972) 8.494 (-94.12,-6.972) 3.185 (-94.12,-6.972) 47.64 73.7 77.4 79.1 102.4 102.4 6 27(-68.54,111) 85.51 (-68.54,-111) 33.91 (-68.54,-111) 2.554 (-68.54,-111) -21.62 (68.54,-111) 3.903 126.2 119.7 131.0 121.7 131.0 6 28(-68.54,-93.5) 251 (-68.54,93.5) 103.9 (-68.54,93.5) 10.56 (-68.54,93.5) 5.441 (-68.54,-93.5) -7.686 361.7 343.6 346.5 347.7 361.7 10 29(-68.54,41) 191.5 (-68.54,-41) 78.99 (-68.54,41) 17.2 (-68.54,41) -6.344 (-68.54,-41) -5.269 277.3 270.4 273.8 273.2 277.3 8 30(-68.54,-15) 181.8 (-68.54,-15) 63.12 (-68.54,-15) 5.623 (-68.54,-15) 0.5026 (-68.54,-15) -7.859 251.7 240.2 240.4 244.3 251.7 8 31(-68.54,7) 35.46 (-68.54,-7) 4.088 (-68.54,7) 4.952 (-68.54,7) 0.5125 (-68.54,-7) 33.81 46.3 49.0 49.3 66.8 66.8 6 32(44.04,-111) 101.1 (44.04,-111) 29.11 (-44.04,-111) 4.578 (44.04,-111) 9.667 (-44.04,-111) -48.17 137.0 133.2 138.2 158.5 158.5 6 33(-44.04,-93.5) 244.1 (-44.04,-93.5) 85.12 (44.04,-93.5) 14.98 (-44.04,-93.5) -18.8 (-44.04,-93.5) -3.859 336.0 326.0 335.8 328.0 336.0 10 34(44.04,-15) 208.7 (44.04,-15) 67.83 (-44.04,-15) 9.481 (-44.04,-15( 0.1075 (-44.04,-15) 43.13 283.3 273.5 273.5 296.1 296.1 8 35(44.04,-7) 27.52 (44.04,-7) 2.242 (44.04,7) -0.7129 (-44.04,-7) 1.401 (-44.04,-7) 4.47 36.6 35.5 36.2 37.8 37.8 4 36(-19.78,-68) 206.8 (-19.78,-68) 62.57 (-19.78,68) 12.65 (-19.78,68) 48.32 (-19.78,-68) -0.8506 276.2 270.0 295.4 270.5 295.4 10 37(-19.78,-41) 228.8 (-19.78,-41) 73.36 (-19.78,-41) 14.01 (-19.78,41) -15.81 (-19.78,-41) 5.114 309.0 301.1 309.4 303.8 309.4 10 38(-19.78,-15) 146.9 (-19.78,-15) 40.73 (-19.78,15) 9.771 (-19.78,15) -19.82 (-19.78,-15) 3.127 194.4 191.6 202.0 193.2 _ 202.0 8 _ 39(-19.78;7) 38.12 (-19.78,-7) 10.99 1-19.78,7) 0.5473 (-19.78,7) 6.923 I-19.78,-7) -1.517 55.9 53.6 57.2 54.4 57.2 6 40(-18.73,-111) 78.22 (-18.73,-111) 21.82 (-18.73,111) 3.626 (-18.73,111) 9.325 (-18.73,-111) -5.72 106.8 104.1 109.0 107.1 109.0 6 41(-18.73,-93.5) 193.6 (-18.73,-93.5) 57.56 (-18.73,93.5) 12.52 (-18.73,-93.5) 23.73 (-18.73,-93.5) 1.824 258.0 253.0 265.4 253.9 265.4 8 CD I 3 C..yi Cr' (0 0 V A Item 55 62(-68.54,-144.7) 127.5(-68.54,-144.7) 33.93(-68.54,-144.7) 16.97 173.5 186.3 177.8 177.8 186.3 8'-0" 21 of 74 63(-164.9,-117.7) 25.88(-164.9,-117.7) 7.724(-164.9,-117.7) 4.17 45.7 48.8 46.9 46.9 48.8 6'-0" 64(-150.7,-117.7) 96.94(-150.7,-117.7) 22.23(-150.7,-117.7) 11.57 131.3 139.9 134.4 134.4 139.9 6'-0" • 65(-123.5,-117.7) 119.9(-123.5,-117.7) 27.7(-123.5,-117.7) 13.92 159.7 170.1 163.2 163.2 170.1 8'-0" 66(-96.54,-117.7) 124.4(-96.54,-117.7) 28.33(-96.54,-117.7) 14.16 164.8 175.5 168.4 168.4 175.5 8'-0" 67(-68.54,-117.7) 102.9(-68.54,-117.7) 24.24(-68.54,-117.7) 12.12 139.2 148.3 142.3 142.3 148.3 6'-0" 68(-150.5,-111) 2.628(-150.5,-111) 3.404(-150.5,-111) 1.51 18.1 19.3 18.4 18.4 19.3 4'-0" 69(-123.5,-111) 4.668(-123.5,-111) 4.048(-123.5,-111) 2.00 20.8 22.3 21.3 21.3 22.3 4'-0" 70(-96.54,-111) 4.393(-96.54,-111) 4.048(-96.54,-111) 2.02 20.5 22.1 21.0 21.0 22.1 4'-0" 71(-68.54,-111) 5.774(-68.54,-111) 4.109(-68.54,-111) 2.07 22.0 23.5 22.5 22.5 23.5 4'-0" (-69.94,-378.2) 127.5(-69.94,-378.2) 38.56(-69.94,-378.2) 9.554(-69.94,378.2) -0.8561(-69.94,-378.2) -28.11 178.2 143.8 176.1 190.4 190.4 8'-0" (-48.1,-378.2) 72.22(-48.1,378.2) 23.44(-48.1,-378.2) 5.599(-48.1,-378.2) -0.186(-48.1,-378.2) -10.78 107.8 88.0 106.2 111.8 111.8 6'-0" (-47.34,-352.3) 103.2(-47.34,-352.3) 32.97(-47.34,-352.3) 3.428(-47.34,-352.3) 23.9(-47.34,-352.3) 1.53 148.3 116.8 155.1 143.4 155.1 6'-0" • • Dartmouth Apartments-Dartmouth-South Building- Podium Floor K-New conc tranformer wall.cpt-4/29/2020 Mesh Input: Standard Plan Mesh Input:Beams;Slab Areas;Slab Openings;Walls Below;Columns Below;Column Numbers; Item 55 22 of 74 Scale=1:450 • #68 #69 #70 #71 #63 #64 #65 #66 #67 South Building - Column #'s #58 #59 #60 #61 #62 '.. #57 #52 #53 #54 #55 #56 #51 #47 #46 #48 #49 #50 #45 #44 #41 #42 #43 #40 #39 #35 #34 #36 #37 #38 • #33 #32 #28 #29 #30 #31 #27 #25 #26 #23 #24 #21 .._. #22 i....., #17 #20 #98 #19 #V5 #14 #16 ] #13 #42 #9 #7 #10 #8 #11 #6 #5 #2 #1 • Mesh Input: Standard Plan- 1 Dartmouth Apartments- Ram Lateral -North Building]-courtyard loads updated.cpt-4/29/2020 Mesh Input: Standard Plan Mesh Input: Beams; Beam Priorities;Slab Areas;Slab Area Priorities;Slab Openings;Slab Opening Priorities; Point Supports; Point Support200o ;T4 Drawing Import: User Notes;User Lines; User Dimensions; Se=1:405 —_ #4 #11 #20 #22 #28 #35 #39 Item 55 #2 #12 #15 #21 #27 #34 #38 #1 #8 1 #19 #26 #31 i #37 Priority=20 Priority=1 Piinrity=2O f' Priority=20 PCiority=20 #5 #7 #18 #25 #36 Priori —20 #3 #0 I I Priority=1 #13 ' #47 #24 #30 #33 #41 #6 #9 #44 #16 #23 #29 #32 #40 North Building - Column #'s • • Mesh Input: Standard Plan- 1 ( BEARING WALL SCHEDULE lxunxaa��=i SERA E HOLD DOWN SCHEDULE FOR CONTINUOUS THREADED RODS STEM AND CONVENTIONALHOEDOWNS w «.a~x10 uu wu.aw.110111.0E _a1�a� _u I Mom IYAM wu• uw• a nu «wu.. roa e« xue r« ..v rR .rw aea r« 5 • x..u. a.aa rmn ................ iwaw mwnm'xoac 0..waaa04.4•1 iwavxc 'O'"... wn vva x« muaev« «wxax« ....wawa. monad,co e - - w. - a. aa aa1."i?—m „al moo wl' ,7-- .w_. _�=6-7.� ra, ,,,gze...a.�..� ..moo . maaaaxa' SHEAR WALL SCHEDULE ®wa..s per« .nomaa xlvm«ara..na 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I 11- I 1 1 11 '+"..FEC÷:".:ZittlaaaStlrati C5 lb d 00 6 6 a 37.1.=2.'21Vallaa..-1===r1f.."="-="7:71•1 - ....-: "7.=,'",,I..'Att.•:,I,1.4.-7.4r,„,'-z-..:..-„,= 4:11r. ..'", 3111031435 ONIN0313 9 19101 ...........................r................, . .. -...- . . -• i ........ . ... .. ....-. . ...-:-..t.-..t. .7.-1.--4. .7.-zzal. -. • i ..--76......-x. .:..-.-=‘,.... ...::.-...-gg. - - I - -- -- : mnaamos1W3E1 i I). J li...00310.8.0 r•••••.00.....0.0•I•310170,1017.0.1144•Tal.Ennra a ........,,. M42—.....u..........”...==1E,TS'IM. , I .•-•"•••"..."-^ 1131-...a."=".=:=1.=:=6"="1111-...,,:a a i ••",..".....................•., ' i V d 9 S .......• .,..... ,„„..........„„..„,„ , ! ........... SS1ON NIVId ONIVIVIli 1:1001i • • 1 1 FLOOR FRAMING PLAN NOTES ., ...................,............ E R A I i ' F::,......"....F.77.=174.174?°°.,.,,,,,'-"'"•.,..........,„,,,A= ...............• 1 "..===,--roz-z--------------- I ,.....-- . —.......,—..---............. ---- _ / I BEAM SCHEDULE I11*,=''''. ....v=7:2* '",4.%tr...ar T,........... "°We' ...,. .....1.-......, I '' ••• -4...-.-...7.• -tt---z.t- Itt...-7.:..- --"-- nr.str..rtx..4,7. 1 . ,-.,... ... t: . ........— I I °' n''. ,... . I "3' "' I ..-7----- 0- _.,........._.........._......... SI I ,........,......._,...____..............".................... .....F.........._...., ----.......----.........- JOIST&DECKING SCHEDULE ...T... ..,-. . ,... -...... ... .. ... E4 .....en moorusomoit a T T KEYNOTE LEGEND . :427417÷:Lliar::°'"Valrritc I I I 3W7 2 (7) 3W7 2 _ t__ .h3IN38. _=._._3_ __73 t 1_3W4_ _ nrse==L =3V_V_Ll 1,__ 1=1_aW4Pki: re 3W31'1_ I N N li I— I .r6—T imminksmommismnmemire-- -iimo..Inii ,--. r ,--i 11---. - +. ---- i ... .b. 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I ';P4_' " 1111111111Pal -L ,.- INSIIMiiilinil .1 ° 1 .• — 1 I Hsi .oners9 mil _I CD - , ., were ., .,_ _ .7111 NM ‘1 NP.iialiF' i al awilm CY) mum mil „ im N ,- 1 Iffim=s•Plim -"' mcv= rj. [1111 01 1 I IMAM M ,;;•.n. pi lk 1 H 0.10.0.0.500.m.. ... - - . , I II 1 1 1 1 1 I k ...... *0 1 I I I I I©r • ano l I I I I 0) i 0 Fromron° 1 I I I I I I I I I • 1 aw,. xormieul Levu• -P' S104.2 5 • 0 FLOOR FRAMING PLAN NOTES . ................aa......J._ i SERA : a FM A COPE11 LW 6 P.M.OH OM M. AKNIIICRES I ' V:ii-Cffigirrilt=ar=":e lInVehtt Mg="'6 1121Z ........C....4.... MOM DOM I 0 RM.=OVAL•••10.01.X.I.KIM XV.ICIEG 1 XIXO fR.1111 FIFFsenwe mu La.R.'ma um.mg•IF.F..1.N.Fcm EN. IF waolo von. Inimme wupe I ....... II% Vallt 4 Fe:METH MI 1•61.1110 Nk5 1”WILL MI.OWL liE 2.a I,. i BEAM SCHEDULE — awmeas 4 IIIII "Ilt...1.: ---r,..7 I - . I K 7rOa..Mp4-Im s1'4 '=&L g2 e=.9=1 =a1•.1I3.74 =.07ga=NArTM " :JOIST&DECKNG SCHEDULE 1-71.e.=...........r"` p 9 9 (-5--r,) T 9 T (2) (i) 1.'010171-EOM 1 I 1 1 1 I 1 I s fa%0:WaiLa 77.47:4675441:4% 1 1 i 4W7I2 . I I I I I C) \ I I 4W D- --1--- 6. T-4!.-3-- -I--161 Mr--- ,_ _:11N_Ll ark 1 4W7 2 4W4 \01/4_ 4W311— ,_ ___,_____. =1=..._-.=_ .-4., -1-H __-__4 le 1 j,,, I`, PI Ckl! 1155,1111111T rilt--Aj IWElk Efa-:. IiiIVINNE IEN ORM EN 7.' IIITIIII ill • — — it-—-— . , s._ NW II' ' d' tti ta • . I- pi - z Emu..7...-M6.Mtg. .. . u MIIIIII titaromMIIMI3,._ w', --0- No ,INII__171 spil Walk _ gi. IrilInlin ii.... ...11Mglipli''11E11111 1 2 al meralmsw. m.ism ..,r,=mr_:_--=L 1- I I • .1111iLmra ,l, Am rtrz=mmrin ULM=at' llUSti RAIIIIIIINI ' re I 1 jatpl- -- 4 ImmtAMMIIIIIII I kiil=El% 111' 9• 1 ri.. 1 1 m..7 1 MI (3,- m ItIP.IIMIRO Mr NE . M •gm•-•,mmiti rTmia z ..431,.. . 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I I I I ,, i�II '' ----�- L- - -i -J - a� III finial .cam 3lnO3H03 Wtl33 � --..-_�_ -_-_- li , 1 ............ 4 ,. 1, ".............._..... , , amilikwel um iii,,,..02. em 1 I E�jIl ax.._ 3111(3H03 JNIWtlMi aoo: QiiRi Quo 9■;I' ud I �� m_ m. � j � I,I - a -_ _ 1-_- _ L_ v 4M5o o f j v. ��^5310N NY1d ONIWVtld jOOM b v \% `J b lb oe 4 LL 9L 4 Item 56 35 of 74 • NORTH BUILDING BEARING WALL FORCES Loading(psf) Load Combos DL LL SL Lr 16-9 D+L Roof 20 - 25 20 16-10a D+Lr 16-lob D+S Corridor 35 100 16-11a D+0.75L+0.75Lr Floor 35 40 - - _ 16-11b D+0.75L+0.755 Wall Exterior 14 - - Wall Demising 14 - - 6th Floor Walls Wall Name Level Type Height(ft) Wt(plf) Roof Trib(ft) Corridor Trib(I Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(plf) Combo 6W1 6 Exterior 13.83 193.62 14.25 0 0 479 0 356 285 835 16-10b 6W2 6 Exterior 13.83 193.62 16 0 0 514 0 400 320 914 16-10b 6W3 6 Exterior 13.83 193.62 2 0 0 234 0 50 40 284 16-10b 6W4 6 Exterior 13.83 193.62 10 0 0 394 0 250 200 644 16-10b 6W5 6 Exterior 13.83 193.62 18 0 0 554 0 450 360 1004 16-10b 6W6 6 Exterior 13.83 193.62 11.5 0 0 424 0 288 230 711 16-10b NONBRG 6 Exterior 13.83 193.62 0 0 0 194 0 0 0 194 16-9 6C1 6 Demising 13.83 193.62 17.5 0 0 544 0 438 350 981 16-10b 6C2 6 Demising 13.83 193.62 7.5 0 0 344 0 188 150 531 16-10b 6C3 6 Demising 13.83 193.62 11.5 0 0 424 0 288 230 711 16-10b 6C4 6 Demising 13.83 193.62 13.25 0 0 459 0 331 265 790 16-10b 4111 6C5 6 Demising 13.83 193.62 17 0 0 534 0 425 340 959 16-10b 6C6 6 Demising 13.83 193.62 32 0 0 834 0 800 640 1634 16-10b 6C7 6 Demising 13.83 193.62 3 0 0 254 0 75 60 329 16-10b 6C8 6 Demising 13.83 193.62 14.5 0 0 484 0 363 290 846 16-10b 6D1 6 Demising 13.83 193.62 16 0 0 514 0 400 320 914 16-10b 6D2 6 Demising 13.83 193.62 13.5 0 0 464 0 338 270 801 16-10b 6D3 6 Demising 13.83 193.62 9 0 0 374 0 225 180 599 16-10b NONE • North-5th Floor Walls Item 56 36 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(I Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(pit) Combo • 6W1 5W1 5 Exterior 10.25 143.5 0 9.25 946 370 356 285 1491 16-11b 6W1 5W1.1 5 Exterior 10.25 143.5 0 0 622 0 356 285 978 16-10b 6W2 5W2 5 Exterior 10.25 143.5 0 0 657 0 400 320 1057 16-10b 6W3 5W3 5 Exterior 10.25 143.5 0 5.75 578 230 50 40 808 16-9 6W3 5W3.1 5 Exterior 10.25 143.5 0 8.75 683 350 50 40 1033 16-9 6W3 5W3.2 5 Exterior 10.25 143.5 0 0 377 0 50 40 427 16-10b 6W4 5W4 5 Exterior 10.25 143.5 0 0 537 0 250 200 787 16-10b 6W5 5W5 5 Exterior 10.25 143.5 0 0 697 0 450 360 1147 16-10b 6W5 5W5.1 5 Exterior 10.25 143.5 0 6.25 916 250 450 360 1441 16-11b 6W6 5W6 5 Exterior 10.25 143.5 0 0 567 0 288 230 855 16-10b NONBRG 5W7 5 Exterior 10.25 143.5 0 9.25 661 370 0 0 1031 16-9 NONBRG 5W7.1 5 Exterior 10.25 143.5 0 6.25 556 250 0 0 806 16-9 NONBRG 5W7.2 5 Exterior 10.25 143.5 0 0 337 0 0 0 337 16-9 6C1 5C1 5 Demising 10.25 143.5 2.75 0 783 275 438 350 1318 16-11b 6C2 5C2 5 Demising 10.25 143.5 2.75 0 583 275 188 150 930 16-11b 6C3 5C3 5 Demising 10.25 143.5 5.25 0 751 525 288 230 1360 16-11b 6C3 5C3.1 5 Demising 10.25 143.5 2.75 3.75 795 425 288 230 1329 16-11b 6C4 5C4 5 Demising 10.25 143.5 2.75 0 698 275 331 265 1153 16-11b 6C5 5C5 5 Demising 10.25 143.5 2.75 0 773 275 425 340 1298 16-11b 6C6 5C6 5 Demising 10.25 143.5 0 11.25 1371 450 800 640 2308 16-11b 6C6 5C6.1 5 Demising 10.25 143.5 0 0 977 0 800 640 1777 16-10b 6C7 5C7 5 Demising 10.25 143.5 5.25 0 581 525 75 60 1106 16-9 6C7 5C7.1 5 Demising 10.25 143.5 2.75 0 493 275 75 60 768 16-9 6C8 5C8 5 Demising 10.25 143.5 2.75 0 723 275 363 290 1201 16-11b NONBRG 5C9 5 Demising 10.25 143.5 0 5 512 200 0 0 712 16-9 • 6D1 5D1 5 Demising 10.25 143.5 0 5 832 200 400 320 1282 16-11b 6D2 5D2 5 Demising 10.25 143.5 0 4.5 765 180 338 270 1153 16-11b 6D2 5D2.1 5 Demising 10.25 143.5 0 5.75 808 230 338 270 1234 16-11b 6D3 5D3 5 Demising 10.25 143.5 2.5 5.25 788 460 225 180 1302 16-11b 6D3 5D3.1 5 Demising 10.25 143.5 0 10 867 400 225 180 1336 16-11b 6D3 5D3.2 5 Demising 10.25 143.5 0 7.75 788 310 225 180 1190 16-11b NONBRG 5D4 5 Demising 10.25 143.5 0 11.25 731 450 0 0 1181 16-9 NONE 5D5 5 Demising 10.25 143.5 0 14.25 642 570 0 0 1212 16-9 NONE 5D6 5 Demising 10.25 143.5 0 5 319 200 0 0 519 16-9 NONE 5D6.1 5 Demising 10.25 143.5 0 3 249 120 0 0 369 16-9 NONE 5D7 5 Demising 10.25 143.5 0 6.75 380 270 0 0 650 16-9 NONE 5D8 5 Demising 10.25 143.5 0 12.5 581 500 0 0 1081 16-9 NONE 5D9 5 Demising 10.25 143.5 0 11.25 537 450 0 0 987 16-9 NONE 5D10 5 Demising 10.25 143.5 0 9.5 476 380 0 0 856 16-9 NONE 5D11 5 Demising 10.25 143.5 0 8 424 320 0 0 744 16-9 NONE 5D12 5 Demising 10.25 143.5 0 16.25 712 650 0 0 1362 16-9 NONE 5D13 5 Demising 10.25 143.5 0 17.5 756 700 0 0 1456 16-9 NONE • North -4th Floor Walls Item 56 37 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(plf) Combo • 5W1 4W1 5 Exterior 10.25 10.25 143.5 0 9.25 1413 740 356 285 2235 16-11b 5W1.1 4W1.1 5 Exterior 143.5 0 0 766 0 356 285 1122 16-10b 5W2 4W2 5 Exterior 10.25 143.5 0 0 801 0 400 320 1201 16-10b 5W3 4W3 5 Exterior 10.25 143.5 0 5.75 923 460 50 40 1383 16-9 5W3.1 4W3.1 5 Exterior 10.25 143.5 0 8.75 1133 700 50 40 1833 16-9 5W3.2 4W3.2 5 Exterior 10.25 143.5 0 0 521 0 50 40 571 16-10b 5W4 4W4 5 Exterior 10.25 143.5 0 0 681 0 250 200 931 16-10b 5W5 4W5 5 Exterior 10.25 143.5 0 0 841 0 450 360 1291 16-10b 5W5.1 4W5.1 5 Exterior 10.25 143.5 0 6.25 1278 500 450 360 1991 16-11b 5W6 4W6 5 Exterior 10.25 143.5 0 0 711 0 288 230 998 16-10b 5W7 4W7 5 Exterior 10.25 143.5 0 9.25 1128 740 0 0 1868 16-9 5W7.1 4W7.1 5 Exterior 10.25 143.5 0 6.25 918 500 0 0 1418 16-9 5W7.2 4W7.2 5 Exterior 10.25 143.5 0 0 481 0 0 0 481 16-9 5C1 4C1 5 Demising 10.25 143.5 2.75 0 1023 550 438 350 1764 16-11b 5C2 4C2 5 Demising 10.25 143.5 2.75 0 823 550 188 150 1376 16-11b 5C3 4C3 5 Demising 10.25 143.5 5.25 0 1078 1050 288 230 2128 16-9 5C3.1 4C3.1 5 Demising 10.25 143.5 2.75 3.75 1166 850 288 230 2019 16-11b 5C4 4C4 5 Demising 10.25 143.5 2.75 0 938 550 331 265 1599 16-llb 5C5 4C5 5 Demising 10.25 143.5 2.75 0 1013 550 425 340 1744 16-llb 5C6 4C6 5 Demising 10.25 143.5 0 11.25 1908 900 800 640 3183 16-llb 5C6.1 4C6.1 5 Demising 10.25 143.5 0 0 1121 0 800 640 1921 16-lob 5C7 4C7 5 Demising 10.25 143.5 5.25 0 908 1050 75 60 1958 16-9 5C7.1 4C7.1 5 Demising 10.25 143.5 2.75 0 733 550 75 60 1283 16-9 5C8 4C8 5 Demising 10.25 143.5 2.75 0 963 550 363 290 1647 16-11b 5C9 4C9 5 Demising 10.25 143.5 0 5 831 400 0 0 1231 16-9 • 5D1 4D1 5 Demising 5 Demising 10.25 143.5 0 5 1151 400 400 320 1751 1611b 5D2 4D2 10.25 143.5 0 4.5 1066 360 338 270 1589 16-11b 5D2.1 4D2.1 5 Demising 10.25 143.5 0 5.75 1153 460 338 270 1751 16-11b 5D3 4D3 5 Demising 10.25 143.5 2.5 5.25 1203 920 225 180 2123 16-9 5D3.1 4D3.1 5 Demising 10.25 143.5 0 10 1361 800 225 180 2161 16-9 5D3.2 4D3.2 5 Demising 10.25 143.5 0 7.75 1203 620 225 180 1837 16-11b 5D4 4D4 5 Demising 10.25 143.5 0 11.25 1268 900 0 0 2168 16-9 5D5 4D5 5 Demising 10.25 143.5 0 14.25 1285 1140 0 0 2425 16-9 5D6 4D6 5 Demising 10.25 143.5 0 5 637 400 0 0 1037 16-9 5D6.1 4D6.1 5 Demising 10.25 143.5 0 3 497 240 0 0 737 16-9 5D7 4D7 5 Demising 10.25 143.5 0 6.75 760 540 0 0 1300 16-9 5D8 4D8 5 Demising 10.25 143.5 0 12.5 1162 1000 0 0 2162 16-9 5D9 4D9 5 Demising 10.25 143.5 0 11.25 1075 900 0 0 1975 16-9 5D10 4D10 5 Demising 10.25 143.5 0 9.5 952 760 0 0 1712 16-9 5D11 4D11 5 Demising 10.25 143.5 0 8 847 640 0 0 1487 16-9 5D12 4D12 5 Demising 10.25 143.5 0 16.25 1425 1300 0 0 2725 16-9 5D13 4D13 5 Demising 10.25 143.5 0 17.5 1512 1400 0 0 2912 16-9 NONE • North - 3rd Floor Walls Item 56 38 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) IL(plf) Combo • 4W1 3W1 5 Exterior 10.25 143.5 0 9.25 1880 1110 356 285 2990 16-9 4W1.1 3W1.1 5 Exterior 10.25 143.5 0 0 909 0 356 285 1265 16-10b 4W2 3W2 5 Exterior 10.25 143.5 0 0 944 0 400 320 1344 16-10b 4W3 3W3 5 Exterior 10.25 143.5 0 5.75 1268 690 50 40 1958 16-9 4W3.1 3W3.1 5 Exterior 10.25 143.5 0 8.75 1583 1050 50 40 2633 16-9 4W3.2 3W3.2 5 Exterior 10.25 143.5 0 0 664 0 50 40 714 16-10b 4W4 3W4 5 Exterior 10.25 143.5 0 0 824 0 250 200 1074 16-10b 4W5 3W5 5 Exterior 10.25 143.5 0 0 984 0 450 360 1434 16-10b 4W5.1 3W5.1 5 Exterior 10.25 143.5 0 6.25 1640 750 450 360 2540 16-11b 4W6 3W6 5 Exterior 10.25 143.5 0 0 854 0 288 230 1142 16-10b 4W7 3W7 5 Exterior 10.25 143.5 0 9.25 1595 1110 0 0 2705 16-9 4W7.1 3W7.1 5 Exterior 10.25 143.5 0 6.25 1280 750 0 0 2030 16-9 4W7.2 3W7.2 5 Exterior 10.25 143.5 0 0 624 0 0 0 624 16-9 4C1 3C1 5 Demising 10.25 143.5 2.75 0 1263 825 438 350 2210 16-11b 4C2 3C2 5 Demising 10.25 143.5 2.75 0 1063 825 188 150 1888 16-9 4C3 3C3 5 Demising 10.25 143.5 5.25 0 1405 1575 288 230 2980 16-9 4C3.1 3C3.1 5 Demising 10.25 143.5 2.75 3.75 1537 1275 288 230 2812 16-9 4C4 3C4 5 Demising 10.25 143.5 2.75 0 1178 825 331 265 2045 16-11b 4C5 3C5 5 Demising 10.25 143.5 2.75 0 1253 825 425 340 2190 16-11b 4C6 3C6 5 Demising 10.25 143.5 0 11.25 2445 1350 800 640 4058 16-11b 4C6.1 3C6.1 5 Demising 10.25 143.5 0 0 1264 0 800 640 2064 16-10b 4C7 3C7 5 Demising 10.25 143.5 5.25 0 1235 1575 75 60 2810 16-9 4C7.1 3C7.1 5 Demising 10.25 143.5 2.75 0 973 825 75 60 1798 16-9 4C8 3C8 5 Demising 10.25 143.5 2.75 0 1203 825 363 290 2093 16-11b 4C9 3C9 5 Demising 10.25 143.5 0 5 1149 600 0 0 1749 16-9 • 4D1 3D1 5 Demising 5 Demising 10.25 143.5 0 5 1469 600 400 320 2219 16-lib 4D2 3D2 10.25 143.5 0 4.5 1367 540 338 270 2025 16-11b 4D2.1 3D2.1 5 Demising 10.25 143.5 0 5.75 1498 690 338 270 2268 16-11b 4D3 3D3 5 Demising 10.25 143.5 2.5 5.25 1618 1380 225 180 2998 16-9 4D3.1 3D3.1 5 Demising 10.25 143.5 0 10 1854 1200 225 180 3054 16-9 4D3.2 3D3.2 5 Demising 10.25 143.5 0 7.75 1618 930 225 180 2548 16-9 4D4 3D4 5 Demising 10.25 143.5 0 11.25 1805 1350 0 0 3155 16-9 4D5 3D5 5 Demising 10.25 143.5 0 14.25 1927 1710 0 0 3637 16-9 4D6 3D6 5 Demising 10.25 143.5 0 5 956 600 0 0 1556 16-9 4D6.1 3D6.1 5 Demising 10.25 143.5 0 3 746 360 0 0 1106 16-9 4D7 3D7 5 Demising 10.25 143.5 0 6.75 1139 810 0 0 1949 16-9 4D8 3D8 5 Demising 10.25 143.5 0 12.5 1743 1500 0 0 3243 16-9 4D9 3D9 5 Demising 10.25 143.5 0 11.25 1612 1350 0 0 2962 16-9 4D10 3D10 5 Demising 10.25 143.5 0 9.5 1428 1140 0 0 2568 16-9 4D11 3D11 5 Demising 10.25 143.5 0 8 1271 960 0 0 2231 16-9 4D12 3D12 5 Demising 10.25 143.5 0 16.25 2137 1950 0 0 4087 16-9 4D13 3D13 5 Demising 10.25 143.5 0 17.5 2268 2100 0 0 4368 16-9 NONE • North -2nd Floor Walls Item 56 39 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) IL(plf) Combo • 3W1 2W1 5 Exterior 10.25 143.5 0 9.25 2348 1480 356 285 3828 16-9 3W1.1 2W1.1 5 Exterior 10.25 143.5 0 0 1053 0 356 285 1409 16-10b 3W2 2W2 5 Exterior 10.25 143.5 0 0 1088 0 400 320 1488 16-10b 3W3 2W3 5 Exterior 10.25 143.5 0 5.75 1613 920 50 40 2533 16-9 3W3.1 2W3.1 S Exterior 10.25 143.5 0 8.75 2033 1400 50 40 3433 16-9 3W3.2 2W3.2 5 Exterior 10.25 143.5 0 0 808 0 50 40 858 16-10b 3W4 2W4 5 Exterior 10.25 143.5 0 0 968 0 250 200 1218 16-10b 3W5 2W5 5 Exterior 10.25 143.5 0 0 1128 0 450 360 1578 16-10b 3W5.1 2W5.1 5 Exterior 10.25 143.5 0 6.25 2003 1000 450 360 3090 16-11b 3W6 2W6 S Exterior 10.25 143.5 0 0 998 0 288 230 1285 16-10b 3W7 2W7 5 Exterior 10.25 143.5 0 9.25 2063 1480 0 0 3543 16-9 3W7.1 2W7.1 5 Exterior 10.25 143.5 0 6.25 1643 1000 0 0 2643 16-9 3W7.2 2W7.2 5 Exterior 10.25 143.5 0 0 768 0 0 0 768 16-9 3C1 2C1 5 Demising 10.25 143.5 2.75 0 1503 1100 438 350 2656 16-11b 3C2 2C2 5 Demising 10.25 143.5 2.75 0 1303 1100 188 150 2403 16-9 3C3 2C3 5 Demising 10.25 143.5 5.25 0 1733 2100 288 230 3833 16-9 3C3.1 2C3.1 5 Demising 10.25 143.5 2.75 3.75 1908 1700 288 230 3608 16-9 3C4 2C4 5 Demising 10.25 143.5 2.75 0 1418 1100 331 265 2518 16-9 3C5 2C5 5 Demising 10.25 143.5 2.75 0 1493 1100 425 340 2636 16-11b 3C6 2C6 5 Demising 10.25 143.5 0 11.25 2983 1800 800 640 4933 16-11b 3C6.1 2C6.1 5 Demising 10.25 143.5 0 0 1408 0 800 640 2208 16-10b 3C7 2C7 5 Demising 10.25 143.5 5.25 0 1563 2100 75 60 3663 16-9 3C7.1 2C7.1 5 Demising 10.25 143.5 2.75 0 1213 1100 75 60 2313 16-9 3C8 2C8 5 Demising 10.25 143.5 2.75 0 1443 1100 363 290 2543 16-9 3C9 2C9 5 Demising 10.25 143.5 0 5 1468 800 0 0 2268 16-9 el 3D1 201 5 Demising 10.25 143.5 0 5 1788 800 400 320 2688 16-11b 3D2 2D2 5 Demising 10.25 143.5 0 4.5 1668 720 338 270 2461 16-llb 3D2.1 2D2.1 5 Demising 10.25 143.5 0 5.75 1843 920 338 270 2786 16-11b 3D3 2D3 5 Demising 10.25 143.5 2.5 5.25 2033 1840 225 180 3873 16-9 3D3.1 2D3.1 5 Demising 10.25 143.5 0 10 2348 1600 225 180 3948 16-9 3D3.2 2D3.2 5 Demising 10.25 143.5 0 7.75 2033 1240 225 180 3273 16-9 3D4 2D4 5 Demising 10.25 143.5 0 11.25 2343 1800 0 0 4143 16-9 3D5 2D5 5 Demising 10.25 143.5 0 14.25 2569 2280 0 0 4849 16-9 3D6 2D6 5 Demising 10.25 143.5 0 5 1274 800 0 0 2074 16-9 3D6.1 2D6.1 5 Demising 10.25 143.5 0 3 994 480 0 0 1474 16-9 3D7 2D7 5 Demising 10.25 143.5 0 6.75 1519 1080 0 0 2599 16-9 3D8 2D8 5 Demising 10.25 143.5 0 12.5 2324 2000 0 0 4324 16-9 3D9 2D9 5 Demising 10.25 143.5 0 11.25 2149 1800 0 0 3949 16-9 3D10 2D10 5 Demising 10.25 143.5 0 9.5 1904 1520 0 0 3424 16-9 3D11 2C11 5 Demising 10.25 143.5 0 8 1694 1280 0 0 2974 16-9 3D12 2D12 5 Demising 10.25 143.5 0 16.25 2849 2600 0 0 5449 16-9 3D12 2D12.1 5 Demising 10.25 143.5 0 13.25 2744 2480 0 0 5224 16-9 3D12 2D12.2 5 Demising 10.25 143.5 0 8.25 2569 2280 0 0 4849 16-9 3D13 2D13 5 Demising 10.25 143.5 0 17.5 3024 2800 0 0 5824 16-9 NONE 2D14 5 Demising 10.25 143.5 0 10.25 502 410 0 0 912 16-9 NONE • Item 56 40 of 74 • SOUTH BUILDING BEARING WALL FORCES Loading(psf) Load Combos DL LL SL Lr 16-9 D+L Roof 20 - 20 16-10a D+Lr 16-10b D+S Corridor 35 100 - - 16-11a D+0.75L+0.75Lr Floor 35 40 - - 16-11b D+0.75L+0.755 Wall Exterior 14 - - - Wall Demising 14 - - - 5th Floor Walls Wall Name Level Type Height(ft) Wt(plf) Roof Trib(ft) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(plf) Combo 5W1 5 Exterior 14.5 203 14.5 0 0 493 0 363 290 856 16-10b 5W2 5 Exterior 14.5 203 9.5 0 0 393 0 238 190 631 16-10b 5W3 5 Exterior 14.5 203 11.75 0 0 438 0 294 235 732 16-10b 5W4 5 Exterior 14.5 203 2 0 0 243 0 50 40 293 16-10b 5W5 5 Exterior 14.5 203 13 0 0 463 0 325 260 788 16-10b 5W6 5 Exterior 14.5 203 8 0 0 363 0 200 160 563 16-10b NONBRG 5 Demising 14.5 203 0 0 0 203 0 0 0 203 16-9 5C1 5 Demising 14.5 203 17 0 0 543 0 425 340 968 16-10b 5C2 5 Demising 14.5 203 14.5 0 0 493 0 363 290 856 16-10b 5C3 5 Demising 14.5 203 6.5 0 0 333 0 163 130 496 16-10b 5C4 5 Demising 14.5 203 18.75 0 0 578 0 469 375 1047 16-10b • 5C5 5 Demising 5 Demising 14.5 203 4.5 0 0 293 0 113 90 406 16-lOb 5C6 14.5 203 2.75 0 0 258 0 69 55 327 16-10b 5C7 5 Demising 14.5 203 20.75 0 0 618 0 519 415 1137 16-10b 5C8 5 Demising 14.5 203 8 0 0 363 0 200 160 563 16-10b 5D1 5 Demising 14.5 203 13.25 0 0 468 0 331 265 799 16-10b 5D2 5 Demising 14.5 203 16.75 0 0 538 0 419 335 957 16-lOb NONE SO South-4th Floor Walls Item 56 41 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) IL(plf) Combo III SWl 4W1 4 Exterior 11.25 157.5 0 8.5 948 340 363 290 1475 16-11b SWl 4W1.1 4 Exterior 11.25 157.5 0 0 651 0 363 290 1013 16-10b 5W2 4W2 4 Exterior 11.25 157.5 0 0 551 0 238 190 788 16-10b 5W3 4W3 4 Exterior 11.25 157.5 0 0 596 0 294 235 889 16-10b 5W4 4W4 4 Exterior 11.25 157.5 0 7.75 672 310 50 40 982 16-9 5W4 4W4.1 4 Exterior 11.25 157.5 2.25 0 479 225 50 40 704 16-9 5W4 4W4.2 4 Exterior 11.25 157.5 0 9 716 360 50 40 1076 16-9 5W5 4W5 4 Exterior 11.25 157.5 0 0 621 0 325 260 946 16-10b 5W6 4W6 4 Exterior 11.25 157.5 0 11 906 440 200 160 1386 16-11b NONBRG 4W7 4 Exterior 11.25 157.5 0 0 361 0 0 0 361 16-9 NONBRG 4W7.1 4 Exterior 11.25 157.5 2.25 0 439 225 0 0 664 16-9 NONBRG 4W7.2 4 Exterior 11.25 157.5 0 3 466 120 0 0 586 16-9 NONBRG 4W7.3 4 Exterior 11.25 157.5 0 7.25 614 290 0 0 904 16-9 NONBRG 4W7.4 4 Exterior 11.25 157.5 0 8.5 658 340 0 0 998 16-9 NONE 4W8 4 Exterior 11.25 157.5 0 0 158 0 0 0 158 16-9 5C1 4C1 4 Demising 11.25 157.5 2.75 0 797 275 425 340 1322 16-11b 5C1 4C1.1 4 Demising 11.25 157.5 0 6 911 240 425 340 1409 16-11b 5C1 4C1.2 4 Demising 11.25 157.5 0 0 701 0 425 340 1126 16-lOb 5C2 4C2 4 Demising 11.25 157.5 0 0 651 0 363 290 1013 16-10b 5C2 4C2.1 4 Demising 11.25 157.5 2.75 0 747 275 363 290 1225 16-11b 5C3 4C3 4 Demising 11.25 157.5 3.25 0 604 325 163 130 970 16-11b 5C4 4C4 4 Demising 11.25 157.5 0 0 736 0 469 375 1204 16-lOb 5C4 4C4.1 4 Demising 11.25 157.5 3.5 0 858 350 469 375 1472 16-11b 5C5 4C5 4 Demising 11.25 157.5 0 0 451 0 113 90 563 16-10b 5C6 4C6 4 Demising 11.25 157.5 2.75 5.75 713 505 69 55 1218 16-9 • 5C6 4C6.1 4 Demising 11.25 157.5 2.75 0 512 275 69 55 787 16-9 5C7 4C7 4 Demising 11.25 157.5 2.75 0 872 275 519 415 1467 16-11b 5C8 4C8 4 Demising 11.25 157.5 3.5 0 643 350 200 160 1056 16-11b 5D1 4D1 4 Demising 11.25 157.5 0 12.25 1054 490 331 265 1670 16-11b 5D1 4D1.1 4 Demising 11.25 157.5 0 7.75 897 310 331 265 1378 16-11b 5D2 4D2 4 Demising 11.25 157.5 0 0 696 0 419 335 1114 16-10b NONBRG 4D3 4 Demising 11.25 157.5 0 11 746 440 0 0 1186 16-9 NONBRG 4D3.1 4 Demising 11.25 157.5 0 0 361 0 0 0 361 16-9 NONBRG 4D3.2 4 Demising 11.25 157.5 3.5 0 483 350 0 0 833 16-9 NONE 4D4 4 Demising 11.25 157.5 0 13 613 520 0 0 1133 16-9 NONE 4D5 4 Demising 11.25 157.5 0 11.25 551 450 0 0 1001 16-9 NONE 4D6 4 Demising 11.25 157.5 0 6.25 376 250 0 0 626 16-9 NONE 4D7 4 Demising 11.25 157.5 0 9 473 360 0 0 833 16-9 NONE 4D8 4 Demising 11.25 157.5 2.25 0 236 225 0 0 461 16-9 NONE 4D8.1 4 Demising 11.25 157.5 2.25 2.25 315 315 0 0 630 16-9 NONE 4D8.2 4 Demising 11.25 157.5 0 2 228 80 0 0 308 16-9 NONE 4D9 ^ Demising 11.25 157.5 0 14 648 560 0 0 1208 16-9 NONE 4D10 Demising 11.25 157.5 0 15.5 700 620 0 0 1320 16-9 NONE 4D11 Demising 11.25 157.5 0 5 333 200 0 0 533 16-9 NO • South -3rd Floor Walls Item 56 42 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(plf) Combo • 4W1 3W1 4 Exterior 11.25 157.5 0 8.5 1403 680 363 290 2185 16-llb 4W1.1 3W1.1 4 Exterior 11.25 157.5 0 0 808 0 363 290 1171 16-10b 4W2 3W2 4 Exterior 11.25 157.5 0 0 708 0 238 190 946 16-10b 4W3 3W3 4 Exterior 11.25 157.5 0 0 753 0 294 235 1047 16-10b 4W4 3W4 4 Exterior 11.25 157.5 0 7.75 1101 620 50 40 1721 16-9 4W4.1 3W4.1 4 Exterior 11.25 157.5 2.25 0 716 450 50 40 1166 16-9 4W4.2 3W4.2 4 Exterior 11.25 157.5 0 9 1188 720 50 40 1908 16-9 4W5 3W5 4 Exterior 11.25 157.5 0 0 778 0 325 260 1103 16-10b 4W6 3W6 4 Exterior 11.25 157.5 0 11 1448 880 200 160 2328 16-9 4W7 3W7 4 Exterior 11.25 157.5 0 0 518 0 0 0 518 16-9 4W7.1 3W7.1 4 Exterior 11.25 157.5 2.25 0 676 450 0 0 1126 16-9 4W7.2 3W7.2 4 Exterior 11.25 157.5 0 3 728 240 0 0 968 16-9 4W7.3 3W7.3 4 Exterior 11.25 157.5 0 7.25 1026 580 0 0 1606 16-9 4W7.4 3W7.4 4 Exterior 11.25 157.5 0 8.5 1113 680 0 0 1793 16-9 4W8 3W8 4 Exterior 11.25 157.5 0 0 315 0 0 0 315 16-9 4C1 3C1 4 Demising 11.25 157.5 2.75 0 1051 550 425 340 1782 16-11b 4C1.1 3C1.1 4 Demising 11.25 157.5 0 6 1278 480 425 340 1957 16-11b 4C1.2 3C1.2 4 Demising 11.25 157.5 0 0 858 0 425 340 1283 16-10b 4C2 3C2 4 Demising 11.25 157.5 0 0 808 0 363 290 1171 16-10b 4C2.1 3C2.1 4 Demising 11.25 157.5 2.75 0 1001 550 363 290 1685 16-11b 4C3 3C3 4 Demising 11.25 157.5 3.25 0 876 650 163 130 1526 16-9 4C4 3C4 4 Demising 11.25 157.5 0 0 893 0 469 375 1362 16-10b 4C4.1 3C4.1 4 Demising 11.25 157.5 3.5 0 1138 700 469 375 2015 16-11b 4C5 3C5 4 Demising 11.25 157.5 0 0 608 0 113 90 721 16-10b 4C6 3C6 4 Demising 11.25 157.5 2.75 5.75 1168 1010 69 55 2178 16-9 • 4C6.1 3C6.1 4 Demising 11.25 157.5 2.75 0 766 550 69 55 1316 16-9 4C7 3C7 4 Demising 11.25 157.5 2.75 0 1126 550 519 415 1927 16-11b 4C8 3C8 4 Demising 11.25 157.5 3.5 0 923 700 200 160 1623 16-9 4D1 3D1 4 Demising 11.25 157.5 0 12.25 1641 980 331 265 2624 16-11b 4D1.1 3D1.1 4 Demising 11.25 157.5 0 7.75 1326 620 331 265 2039 16-11b 4D2 3D2 4 Demising 11.25 157.5 0 0 853 0 419 335 1272 16-10b 4D3 3D3 4 Demising 11.25 157.5 0 11 1288 880 0 0 2168 16-9 4D3.1 3D3.1 4 Demising 11.25 157.5 0 0 518 0 0 0 518 16-9 4D3.2 3D3.2 4 Demising 11.25 157.5 3.5 0 763 700 0 0 1463 16-9 4D4 3D4 4 Demising 11.25 157.5 0 13 1225 1040 0 0 2265 16-9 4D5 3D5 4 Demising 11.25 157.5 0 11.25 1103 900 0 0 2003 16-9 4D6 3D6 4 Demising 11.25 157.5 0 6.25 753 500 0 0 1253 16-9 4D7 3D7 4 Demising 11.25 157.5 0 9 945 720 0 0 1665 16-9 4D8 3D8 4 Demising 11.25 157.5 2.25 0 473 450 0 0 923 16-9 4D8.1 3D8.1 4 Demising 11.25 157.5 2.25 0 551 540 0 0 1091 16-9 4D8.2 3D8.2 4 Demising 11.25 157.5 0 2 455 160 0 0 615 16-9 4D9 3D9 4 Demising 11.25 157.5 0 14 1295 1120 0 0 2415 16-9 4D10 3D10 4 Demising 11.25 157.5 0 15.5 1400 1240 0 0 2640 16-9 4D11 3D11 Demising 11.25 157.5 0 5 665 400 0 0 1065 16-9 NONE • South-2nd Floor Walls 43 of 74 Wall Above Wall Name Level Type Height(ft) Wt(plf) Corridor Trib(1 Floor Trib(ft) DL(plf) LL(plf) SL(plf) Lr(plf) TL(plf) Combo Item 56 • 3W1 2W1 Exterior 10.25 143.5 0 8.5 1844 1020 363 290 2881 1611b 3W1.1 2W1.1 Exterior 10.25 143.5 0 0 952 0 363 290 1314 16-10b 3W2 2W2 4 Exterior 10.25 143.5 0 0 852 0 238 190 1089 16-10b 3W3 2W3 4 Exterior 10.25 143.5 0 0 897 0 294 235 1190 16-10b 3W4 2W4 4 Exterior 10.25 143.5 0 7.75 1515 930 50 40 2445 16-9 3W4.1 2W4.1 4 Exterior 10.25 143.5 2.25 0 938 675 50 40 1613 16-9 3W4.2 2W4.2 4 Exterior 10.25 143.5 0 9 1647 1080 50 40 2727 16-9 3W5 2W5 4 Exterior 10.25 143.5 0 0 922 0 325 260 1247 16-10b 3W6 2W6 4 Exterior 10.25 143.5 0 11 1977 1320 200 160 3297 16-9 3W7 2W7 4 Exterior 10.25 143.5 0 0 662 0 0 0 662 16-9 3W7.1 2W7.1 4 Exterior 10.25 143.5 2.25 0 898 675 0 0 1573 16-9 3W7.2 2W7.2 4 Exterior 10.25 143.5 0 3 977 360 0 0 1337 16-9 3W7.3 2W7.3 4 Exterior 10.25 143.5 0 7.25 1423 870 0 0 2293 16-9 3W7.4 2W7.4 4 Exterior 10.25 143.5 0 8.5 1554 1020 0 0 2574 16-9 3W8 2W8 4 Exterior 10.25 143.5 0 0 459 0 0 0 459 16-9 3C1 2C1 4 Demising 10.25 143.5 2.75 0 1290 825 425 340 2228 16-llb 3C1.1 2C1.1 4 Demising 10.25 143.5 0 6 1632 720 425 340 2490 16-11b 3C1.2 2C1.2 4 Demising 10.25 143.5 0 0 1002 0 425 340 1427 16-10b 3C2 2C2 4 Demising 10.25 143.5 0 0 952 0 363 290 1314 16-10b 3C2.1 2C2.1 4 Demising 10.25 143.5 2.75 0 1240 825 363 290 2131 16-llb 3C3 2C3 4 Demising 10.25 143.5 3.25 0 1133 975 163 130 2108 16-9 3C4 2C4 4 Demising 10.25 143.5 0 0 1037 0 469 375 1505 16-10b 3C4.1 2C4.1 4 Demising 10.25 143.5 3.5 0 1404 1050 469 375 2543 16-lib 3C5 2C5 4 Demising 10.25 143.5 0 0 752 0 113 90 864 16-10b 3C6 2C6 4 Demising 10.25 143.5 2.75 5.75 1609 1515 69 55 3124 16-9 • 3C6.1 2C6.1 4 Demising 10.25 143.5 2.75 0 1005 825 69 55 1830 16-9 3C7 2C7 4 Demising 10.25 143.5 2.75 0 1365 825 519 415 2373 16-11b 3C8 2C8 4 Demising 10.25 143.5 3.5 0 1189 1050 200 160 2239 16-9 3D1 2D1 4 Demising 10.25 143.5 0 12.25 2213 1470 331 265 3683 16-9 3D1.1 2D1.1 4 Demising 10.25 143.5 0 7.75 1740 930 331 265 2686 16-11b 3D2 2D2 4 Demising 10.25 143.5 0 0 997 0 419 335 1415 16-10b 3D3 2D3 4 Demising 10.25 143.5 0 11 1817 1320 0 0 3137 16-9 3D3.1 3D3.1 4 Demising 10.25 143.5 0 0 662 0 0 0 662 16-9 3D3.2 2D3.2 4 Demising 10.25 143.5 3.5 0 1029 1050 0 0 2079 16-9 3D4 2D4 4 Demising 10.25 143.5 0 13 1824 1560 0 0 3384 16-9 3D5 2D5 4 Demising 10.25 143.5 0 11.25 1640 1350 0 0 2990 16-9 3D6 2D6 4 Demising 10.25 143.5 0 6.25 1115 750 0 0 1865 16-9 3D7 2D7 4 Demising 10.25 143.5 0 9 1404 1080 0 0 2484 16-9 3D8 2D8 4 Demising 10.25 143.5 2.25 0 695 675 0 0 1370 16-9 3D8.1 2D8.1 4 Demising 10.25 143.5 2.25 0 774 765 0 0 1539 16-9 3D8.2 2D8.2 4 Demising 10.25 143.5 0 2 669 240 0 0 909 16-9 3D9 2D9 4 Demising 10.25 143.5 0 14 1929 1680 0 0 3609 16-9 3D10 2D10 4 Demising 10.25 143.5 0 15.5 2086 1860 0 0 3946 16-9 3D11 2D11 4 Demising 10.25 143.5 0 5 984 600 0 0 1584 16-9 NONE • COMPANY PROJECT CD Item 56 ' ill WoodWorks 4/, of74 SOFTWARE FOR woos ITEMS! Feb.15,2018 14:00 Ext DF 10ft 2x6 at 16(3500p1f TL 35psf W).wwc Design Check Calculation Sheet WoodWorks Sizer 2019 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Ecc. = 0.00") 3500 plf Lateral Wind Full Area 35.00(16.0") psf Self-weight Dead Axial UDL 15 plf Reactions(lbs): 10 W o v 0' Lb 10' Unfactored: Lateral: Dead Wind 233 233 Axial: Dead 4686 4686 Factored: L->R 140 140 Load comb #2 #2 Ext Wall Stud Lumber Stud,D.Fir-L,No.2,2x6(1-1/2"x5-112") Support:Lumber Stud Bottom plate,D.Fir-L No.2;Bearing length=stud thickness;continuous lower support Spaced at 16.0"c/c;Total length: 10';Volume=0.6 cult. Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0 ft;Ke x Ld:1.0 x 10.0=10.0 ft;Repetitive factor:applied where permitted(refer to online help); • This section PASSES the design code check. Analysis vs.Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 288 psi fv/Fv' = 0.09 Bending(*) fb = 555 Fb' = 2153 psi fb/Fb' = 0.26 Axial fc = 568 Fc' = 781 psi fc/Fc' = 0.73 Axial Bearing fc = 568 Fc* = 1336 psi fc/Fc* = 0.43 Support Bearin fcp = 568 Fcp = 625 psi fcp/Fcp = 0.91 Combined (axial compression + side load bending) Eq.3.9-3 = 1.00 Live Defl'n 0.19 = L/633 1.00 = L/120 in 0.19 Total Defl'n 0.19 = L/633 1.00 = L/120 in 0.19 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 2 Fc' 1350 0.90 1.00 1.00 0.585 1.100 - - 1.00 1.00 1 Fc'comb 1350 1.60 - - 0.376 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6w Bending(+) : LC #2 = .6D+.6W Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only Combined : LC #3 = D+.6W; Support : LC #1 = D only D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-16 / IBC 2018 CALCULATIONS: V = 140 lbs; M(+) = 350 lbs-ft; P = 4686 lbs, (1 - fc/FCE) = 0.43 EI = 33.27e06 lb-in'2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Baring: Reaction = 4686 lbs, Capacity = 5156 lbs, Lb = 1.50", Cb = 1.00 esign Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018),the National Design Specification(NDS 2018),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT Item 56 7 ". WoodWorks® a . i4 SC rS aaFFOR WOOD DESIGN Feb.15,2018 14:01 Int DF 10ft 2x6 at 16(3800p1f TL 5psf W).wwc Design Check Calculation Sheet WoodWorks Sizer 2019 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Soc. = 0.00") 3800 plf Lateral Wind Full Area 5.00(16.0") psf Self-weight Dead Axial UDL 15 plf Reactions (lbs)): I 10 LIJ I m I D a 0' p 10' Unfac toned: Lateral: Dead Wind 33 33 Axial: Dead 5086 5086 Factored: L->R 20 20 Load comb #2 #2 Int Wall Stud Lumber Stud,D.Fir-L,No.2,2x6(1-1/2"x5-1/2") Support:Lumber Stud Bottom plate,D.Fir-L No.2;Bearing length=stud thickness;continuous lower support Spaced at 16.0"c/c;Total length: 10';Volume=0.6 cu.ft. Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0 ft;Ke x Ld:1.0 x 10.0=10.0 ft;Repetitive factor:applied where permitted(refer to online help); 410 This section PASSES the design code check. Analysis vs.Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 617 Fc' = 781 psi fc/Fc' = 0.79 Axial Bearing fc = 617 Fc* = 1336 psi fc/Fc* = 0.46 Support Bearin fcp = 617 Fop = 625 psi fcp/Fcp = 0.99 Live Defl'n 0.03 = < L/999 1.00 = L/120 in 0.03 Total Defl'n 0.03 = < L/999 1.00 = L/120 in 0.03 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CF CF Cfu Cr Cfrt Ci LC# Fc' 1350 0.90 1.00 1.00 0.585 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 D only Support : LC #1 = D only D=dead L=live S-snow W=wind 1=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-16 / IBC 2018 CALCULATIONS: P = 5086 lbs EI = 33.27e06 lb-in'2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Reaction = 5086 lbs, Capacity = 5156 lbs, Lb = 1.50", Cb = 1.00 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018),the National Design Specification(NDS 2018),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. i COMPANY PROJECT Item 56 i WoodWorks® 46 of 74 SOFTWARE FOR WOOD orsu:v Apr.27,2020 16:41 Int DF 10ft 3x6 at 16(6300p1f TL 5psf W).wwc . Design Check Calculation Sheet WoodWorks Sizer 2019 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Ecc. = 0.00") 6300 plf Lateral Wind Full Area 5.00(16.0") psf Self-weight Dead Axial UDL 24 plf Reactions(Ibs): y 10 m aD 0' 10' Unfactored: Lateral: Dead Wind 33 33 Axial: 8433 Dead 8433 Factored: L >R 20 20 Load comb #2 #2 Int Wall Stud Lumber Stud,D.Fir-L,No.2,2-1/2"x5-1/2" Support:Lumber Stud Bottom plate,D.Fir-L No.2;Bearing length=stud thickness;continuous lower support Spaced at 16"c/c;Total length:10';Volume=1.0 cu.ft. Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0 ft;Ke x Ld:1.0 x 10.0=10.0 ft;Repetitive factor:applied where permitted(refer to online help); • This section PASSES the design code check. WARNING:This CUSTOM SIZE is not in the database.Refer to online help. Analysis vs.Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 613 Fc' = 781 psi fc/Fc' = 0.78 Axial Bearing fc = 613 Fc* = 1336 psi fc/Fc* = 0.46 Support Bearin fcp = 613 Fcp = 625 psi fcp/Fcp = 0.98 Live Defl'n 0.02 = < L/999 1.00 = L/120 in 0.02 Total Defl'n 0.02 = < L/999 1.00 = L/120 in 0.02 Additional Data: FACTORS: F/E(pai) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 0.90 1.00 1.00 0.585 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emirs' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only Support : LC #1 = D only 0=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-16 / IBC 2018 CALCULATIONS: P = 8433 lbs EI = 55.46e06 lb-in''2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Reaction = 8433 lbs, Capacity = 8594 lbs, Lb = 2.50", Cb = 1.00 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018),the National Design Specification(NDS 2018),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. • Sknpson Strong-Tie®Wood Shrinkage Calculator siasor+ Stronefie Item 56 47 of 74 Wood Shrinkage Calculator IIIThe Wood Shrinkage Calculator is a quick and easy tool to estimate the amount of shrinkage the structure may experience as the wood member loses moisture content after it is framed and in smite-The calculator estimates the shrinkage of each wood member in the wall and floor framing assembly and prosides a graphical summary to help understand the global impact of shrinkage of individual elements in the wall system.The summary can then be used to determine the best approach to handle the shrinkage in the system.Each member of the wall and floor assembly is listed in the results table along with its calculated shrinkage amount which may be punted and maintained with the project. Click on the help buttons(d.)for information to guide you through the details.Or aglagg for a step-by-step tutorial that will urn alongside the calculator.PDF and printable outputs are available on the Results page. WOOD SHRINKAGE CALCULATOR VIDEO TUTORIAL Dartmouth-North Hdirn/Strap System Shrhtnte St®aary Location Member DepthShrinkage Moistare Member Incremental Coefficient Change Shrinkage Shrinkage 5th Story Sole Plate 2sDF l5 in. 0.002 10% 0.03 in. 5th Floor System Not Present N/A N/A N/A N/A 0.090 in. I4th Story Top Plate 2-2a OF 3 in. 0.002 10%a 0.06 in. 14th Story Sale Plate 2s DF l.5 io. 0A02 10% 0.03 m 14th Floor System Not Present N/A N/A N/A N/A 0.090 in. !3rd Story Top Hate 2-2a DF 3 in. 0.002 10% 0.06 in. 13rd Story Sole Plate 2:DF l5 in. 0.002 10% 0.03 in. !3rd Floor System Not Present N/A N/A N/A N/A 0.090 in. 2nd Story Top Plate 2-2a DF 3in. 0.002 10% 0.06 in_ 2nd Stay Sole Plate 2xDF l.S in. 0.002 10% 0.03 n. II2nd Floor System Not Present N/A N/A N/A N/A 0.090 in. 1st Stay Top Plate 2-2aDF 3m j0.002 10% 0.06 in. 1st Stay Si Plate 2aDF 13nr. 10.002 110% 0.03m 0.030 is Continuous Rai System Shrinkage Summary Shrinkage Moisture 1 Member Cumutatire Location Member Depth Coefficient Change 1 Shrinkage Shrinkage 5th Story Top Plate 2-21 DF 3 in. 10.002 10% 0.06 in. 0.740 in 5th Stay Stud Stud 115_5 in. 0.00305 110% .0.058 in 0.680 is 5th Stay Sole Plate 2s DF 15 n. 0.002 10% ',0.03 in. 0.622 in. 5th floor System Not Present N/A N/A N/A N/A 0592 is 4th Story Top Plate 2.2zDF 3n. 0.002 10% ',0.06 in. 0.592 in. 4th Story Stud Stud 115.5 in- 0.00005 10% 0.058 in. 0.532 m 41h Stay Sole Hate 2s DF 15 in. 0.002 10% 10.03 in. 0.474 in. 441i Floor System Not Present N/A N/A N/A N/A 0 444 in. 3rd Stay Top Plate 2-2s DF 3 in. 0.002 10% 0.06 in. 0.444 in. 3rd Stosy Stud Stud 115.5 in. 0.00005 10% 0.058 in. 0384 in. 3rd Stay Sole Plate 2s DF 15 in. 0.002 10% 0.03 is 0326 in. 3rd Floor System Not Present N/A N/A N/A N/A 0296 in. tad Story Top Plate 2-2x DF 3 m. 0.002 10% 0.06 in. 0296 n_ 2nd Story Surd Stud 1155 in. 0.00005 10% 0.058 in. 0236 in_ tad Stay Sole Plate 2s DF 15 in 0.002 10% 0.03 in. 0.178 in. 2nd Floor System Not Present N/A N/A N/A N/A 0.148 in. 1st Stay Top Plate 2.2aDF 3in. 0.002 10% 0.06 in. 0.148m 1st Stay Shad Stud 1155 in. 0.00005 10% 0.058 in. 0.088 in. 411 1st Story SBiPlate 2xDF SS in. 0.002 10% 0.03 in. 0.030m Calculation Notes: 1. Calculation assumes that the sub-floor material is dimensionally stable and its shrinkage is negligible. 2 Calculation assumes that EWP members are dimensionally stable and its shrinkage is neghnble.EWP members include I joists,LVL,LSL,and MT Simpson Strong-Tie®Wood Shrinkage Calculator SiMPsora 3. CaIodation assumes that floor trusses have a sink top and bottom chord member whose shrinkage is equivalent to(2)SP 2x plates. 48 of 74 4_ Cakugator assamm that solid saga members are between 2"—4"nominal ttnrk.wes.Heat}'timbers that are 5"and thicker maybe seasoned Item 56 diffemitly than smaller members and are therefore not considered in combination with other m°mbets m this calculator. • • Simpson Strong-lie®Wood Shrinkage Calculator SIMPSON • Dartmouth-North Item 56 _ 49 of 74 • Rod System Connector System T I III i — _.t....-__.-.---�+ri�0.090 is _._ _„, 101[ • 0.090 in. 0A'4 in. 03'_:in _ — _ yA i0_090 in_ 3 _IL Sin 1110 f f f L A 0.030 is 111 Sinpson Strong-Tie®Wood Shrinkage Calculator ampso l $CvngTNP 50 of 74 Wood Shrinkage Calculator Item 56 •The Wood Shrinkage Calculator is a quick and easy tool to estimate the amount of shrinkage the structure may experience as the wood member loses moisture content after it is framed and in service-The calculator estimates the shrinkage of each wood member in the wall and floor framing assembly and provides a graphical summary-to help understand the global impact of shrinkage of individual elements in the wall system.The summary can then be used to determine the best approach to handle the shrinkage in the system.Each member of the wall and floor as sembly is listed in the results table along with its calculated shrinkage amount which may be printed and maintained with the project Click on the help buttons(A)for information to guide you through the details.Or click here for a step-by-step tutorial that will run alongside the calculator.PDF and printable outputs are available on the Results page. WOOD SHRINKAGE CALCULATOR VIDEO TUTORIAL Dartmouth -South HoldowniStrap System Shrinkage Summary Location Member DepthShrinkage Moisture Member Incremental Caeffideat Change Shrinkage Shrinkage Ath Story Sole Plate 21 DF 13 at 0-002 10% 0-03 it 4th Floor System Not Present N/A N/A 1N/A N/A 0-090 in_ 3rd Story Top Plate 2-2x DF 3 is 0-002 10% 0-06 in. 3rd Story Sole Plate 2a DF 13 m. 0.002 10% 0.03 is 1 3rd Floor System Not Present N/A N/A 'N/A N/A 0.090 in. Ind Shay Top Plate 2-2aDF 3io_ 0-002 10% 0-06 is 2nd Stmy Soto Plate 2s DF 13a 0-002 10% 10.03 is 2nd Floor Systems Not Present N/A N/A N/A NIA 0-090 in_ 1st Story Top Plate 2-2a DF 3®. 0.002 10% 0.06 is 1st Story Si Plate 2a DF 13 is 0-002 10% 0-03 in- 0-030 in Corms Red Spatter Shrinkage Sammaty • Location Member Depth Shrinkage Moisture Member ' Cumulative Coefficient Change Shrinkage Shrinkage 4th Story Top Plate 2-2aDF 3 at 0-002 10% 0.06 in. 0392 is kb Story Stud Stud 1155 in. 0.00005 10% 0.058 in. 0332 in. 4th Story Sole Plate 2a DF 13 d 0.002 10% 0.03 is 0.474 in. 4tFloor System Not Present N/A N/A N/A N/A 0-444 ill. 3rd Story Top Plate 2-2eDF 3 0- 0.002 10% 0.06 in. 10.444 in. led Story Stud Stud 1153 is 0-00005 10% 0.05S in. 03114 in. 3rd Story Sok Plate 2s DF 13 in. 0.002 10% 0-03 in. 0326 is 3rd Floor System Not Present N/A N/A N/A N/A 0296 in. 2nd Story Top Plate 2-2a DF Sin- 0-002 10% 0.06 is 0296 in- 2nd Story Stud Stud 1153 in. 0.00005 10% 0.05S in. 10236 in. 2nd Story Sole Plate 2x DF 13 in. 0.002 10% 0.03 in. 0.178m. 2nd Flom System Not Present N/A N/A N/A N/A 0.14E is 1st Story Top Plate 2-2x DF 3is 0-002 10% 0.06 in. 0.14E is 1st Story Stud Stud 1153 in. 0.00005 10% 0-058 in. 0-088 is 1st Story SE Plate 2a DF 13 in. 0.002 10% 0.03 is 10.030 in. Calculation Notes: 1. Calculation assumes that the sub-floor material is dimensionally stable and its shrinkage is negligible 2. Calculation assumes that EWP members are dimensionally stable and its sluiakage is negligible.EAP members include Ijoists,LVL,LSL,and PSL. 3. Calculation assumes that floor trusses have a single top and bottom chord member whose shrinkage is equivalent to(2)SP 2a plates 4. Calculator assumes that solid sawn members are between 2"—4"nominal thi4'ness.Heavy timbers that are 5"and thirtnr may be seasoned differently than smaller members and are therefore not considered in combination with other members in this calculator. ill Simpson Strong-Tie€Wood Shrinkage Calculator &MPSON Ite-rrr 56 Dartmouth-South 51 of 74 • Rod System Connector System 0.090 in V 1 . ` 7 0.090 in. 5 in. f r 7 9.09::It. 0_I-5 in. L T • • 0.030 in. • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: Item 57 and then using the"Printing& 52 of 74 Title Block"selection. Title Block Line 6 Printed 17 APR 2020, 5:14PM Mason Slender Wall File=P:120191100TLC-MIEHTEC6-Q1C7A4YC-FlDartmouth.ec6. Masonry Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-North Transformer Wall-Max height 21-0"-Non-load bearing Code References Calculations perACl 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Calculations perACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Em=fm* = 900.0 Lower Level Reber... Minimum Vertical Steel% = 0.0020 Max%of p bal. = 0.007157 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 16 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 21.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned III,: A p, Floor Attachment fy, Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 35.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 23.0 psf Fp 1.0 = 23.0 psf • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Item 57 53 of 74 Title Block"selection. Title Block Line 6 Printed.17 APR 2020, 5:14PM Mason Slender Wall Fde=P:120191100TLC-MtEHTEC6-Q1C7A4YC-RDarMouth.ec6. Masonry Software c.•s'.hIENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-North Transformer Wall-Max height 21-0"-Non-load bearing DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination.. . Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6197 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu 2.131 k-ft Phi*Mn 3.438 k-ft PASS Service Deflection Check Actual Defl.Ratio U 239 Allowable Defl.Ratio 150.0 +D+0.60W+H Max.Deflection 1.055 in PASS Axial Load Check Max Pu/Ag 12.379 psi Max.Allow.Defl. 1.680 in +1.20D+0.50Lr+0.50L+W+1.60H Location 10.150 ft 0.05*fm 75.0 psi PASS Reinforcing Limit Check Actual As/bd 0.005082 Max Allow As/bd 0.008038 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.3675 k Base Horizontal W Only 0.3675 k Vertical Reaction +D+0.750L+0.750S+0.5250E+H 1.764 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.05*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in"2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 9.80 to 10.5 1.129 6.840 0.59 1.03 0.90 3.45 0.233 0.0051 0.0075 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 9.80 to 10.50 1.129 6.840 0.59 1.03 0.90 3.45 0.233 0.0051 0.0075 +1.20D+0.50Lr+0.50L+W+1.60H at 9.80 to 10 1.129 6.840 0.59 2.14 0.90 3.45 0.233 0.0051 0.0075 +1.20D+0.50L+0.50S+W+1.60H at 9.80 to 10. 1.129 6.840 0.59 2.14 0.90 3.45 0.233 0.0051 0.0075 +1.200+0.50L+0.20S+E+1.60H at 9.80 to 10. 1.129 6.840 0.59 1.38 0.90 3.45 0.233 0.0051 0.0075 +0.90D+W+0.90H at 9.80 to 10.50 0.847 6.840 0.59 2.08 0.90 3.39 0.233 0.0051 0.0074 +0.900+E+0.90H at 9.80 to 10.50 0.847 6.840 0.59 1.35 0.90 3.39 0.233 0.0051 0.0074 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 9.80 to 10.50 0.941 0.59 1.23 443.30 41.95 43.155 1.055 238.9 +D+0.70E+H at 9.80 to 10.50 0.941 0.59 0.93 443.30 41.95 45.479 0.557 452.3 +D+0.750Lr+0.750L+0.450W+H at 9.80 to 10. 0.941 0.59 0.91 443.30 41.95 45.844 0.521 483.4 +D+0.750L+0.750S+0.450W+H at 9.80 to 10.5 0.941 0.59 0.91 443.30 41.95 45.844 0.521 483.4 +D+0.750L+0.750S+0.5250E+H at 9.80 to 10. 0.941 0.59 0.68 443.30 41.95 59.394 0.168 1,501.6 +0.600+0.60W+0.60H at 9.80 to 10.50 0.564 0.59 1.20 443.30 41.19 42.499 1.020 247.0 •+0.60D+0.70E+0.601-I at 9.80 to 10.50 0.564 0.59 0.91 443.30 41.19 44.949 0.538 468.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: Item 57 and then using the"Printing& 54 of 74 Title Block"selection. Title Block Line 6 Printed: 17 APR 2020, 5:14PM Masonry Slender Wall Hie=P:\20;9i oonC-MnEHTEC6-o1C7A4YC-rwart th.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.10.12.30 . Lie.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-North Transformer Wall-Max height 21'-0"-Non-load bearing 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.764 k +D+L+H 0.0 k 0.00 k 1.764 k +D+Lr+H 0.0 k 0.00 k 1.764 k +D+S+H 0.0 k 0.00 k 1.764 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.764 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.764 k +D+0.60W+H 0.2 k 0.23 k 1.764 k +D+0.70E+H 0.2 k 0.17 k 1.764 k +D+0.750Lr+0.750L+0.450W+H 0.2 k 0.17 k 1.764 k • • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Item 57 55 of 74 Title Block"selection. Title Block Line 6 Printed:17 APR 2020, 5:14PM MasonrySlender Wall File=P:t20191100TLC-MIEHTEC6-01C7A4YC-F\Dartmouth.ec6. Software copyright ENERCALC,INC.1983-2018,Buid:10.18.12.30. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-North Transformer Wall-Max height 21-0"-Non-load bearing Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.750L+0.750S+0.450W+H 0.2 k 0.17 k 1.764 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.13 k 1.764 k +0.600+O.60W+0.60H 0.2 k 0.22 k 1,058 k +0.60D+0.70E+0.60H 0.2 k 0.17 k 1.058 k D Only 0.0 k 0.00 k 1.764 k Lr Only 0.0 k 0.00 k 0.00D k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.4 k 0.37 k 0.000 k E Only 0.2 k 0.24 k 0.000 k H Only 0.0 k 0.00 k 0.000 k • • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Item 57 56 of 74 Title Block"selection. Title Block Line 6 Printed 29 APR 2020, 4'.32PM Mason Ty Slender Wail File=P:120191100TLC-MIEHTEC6-Q1C7A4YC-F1Dartmouth.ec6. Software copyright ENERCALC,INC.1983-2018,BuBd:10.18.12.30. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-non-load bearing CMU up to 15'-0" Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Calculations perACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dell Ratio= 0.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Em=fm` = 900.0 Lower Level Rebar... Minimum Vertical Steel% = 0.0020 Max%of p bal. = 0.007152 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 15.0 ft B B Parapet height = ft Wall Support Condition Top&Bottom Pinned -- - A !" looc Attachment MO Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 35.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 23.0 psi Fp 1.0 = 23.0 psf Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Item 57 57 of 74 Title Block"selection. Title Block Line 6 Printed:29 APR 2020, 4:32PM Masonry Slender Wall File P:1 2 01 911 0 0TLC-MIEHTEC6-Q1C7A4YC-FlDarlmouth.ec6. •� Software copyright ENERCALC,INC.19B3-2010,Build:10.18.12.30. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-non-load bearing CMU up to 15'-0" DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4245 +0.90D+W+0.90H Max Mu 1.002 k-ft Phi'Mn 2.360 k-ft PASS Service Deflection Check Actual Deft Ratio LI 4,490 Allowable Defl.Ratio 150.0 +D+0.60W+H Max.Deflection 0.04009 in PASS Axial Load Check Max Pu/Ag 8.842 psi Max.Allow.Defl. 1.20 in +1.20D+0.50Lr+0.50L+W+1.60H Location 7.250ft 0.2'I'm 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0.003388 Max Allow As/bd 0.007781 Maximum Reactions.. . for Load Combination.... Top Horizontal W Only 0.2625 k Base Horizontal W Only 0.2625 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 1.260 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.2*fm`b"t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-fl k-ft k-ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 7.00 to 7.50 0.806 27.360 0.59 0.49 0.90 2.42 0.155 0.0034 0.0074 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+1.60S+0.50W+1.601-1 at 7.00 to 7.50 0.806 27.360 0.59 0.49 0.90 2.42 0.155 0.0034 0.0074 +1.200+0.50Lr+0.50L+W+1.60H at 7.00 to 7. 0.806 27.360 0.59 1.01 0.90 2.42 0.155 0.0034 0.0074 +1.20D+0.50L+0.50S+W+1.60H at 7.00 to 7.5 0.806 27.360 0.59 1.01 0.90 2.42 0.155 0.0034 0.0074 +1.200+0.50L+0.20S+E+1.60H at 7.00 to 7.5 0.806 27.360 0.59 0.65 0.90 2.42 0.155 0.0034 0.0074 +0.90D+W+0.90H at 7.00 to 7.50 0.605 27.360 0.59 1.00 0.90 2.37 0.155 0.0034 0.0074 +0.900+E+0.90H at 7.00 to 7.50 0.605 27.360 0.59 0.65 0.90 2.37 0.155 0.0034 0.0074 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-fl k-ft i n^4 in^4 i n^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.00 to 7.50 0.672 0.59 0.59 443.30 31.25 245.228 0.040 4,489.6 +D+0.70E+H at 7.00 to 7.50 0.672 0.59 0.45 443.30 31.25 443.300 0.031 5,866.5 +D+0.750Lr+0.750L+0.450W+H at 7.00 to 7.5 0.672 0.59 0.44 443.30 31.25 443.300 0.030 5,996.9 +D+0.750L+0.750S+0.450W+H at 7.00 to 7.50 0.672 0.59 0.44 443.30 31.25 443.300 0.030 5,996.9 +D+0.750L+0.750S+0.5250E+H at 7.00 to 7.5 0.672 0.59 0.34 443.30 31.25 443.300 0.023 7,822.1 +0.600+0.60W+0.60H at 7.00 to 7.50 0.403 0.59 0.59 443.30 30.61 443.300 0.040 4,504.0 0+0.600+0.70E+0.60H at 7.00 to 7.50 0.403 0.59 0.45 443.30 30.61 443.300 0.031 5,874.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Item 57 58 of 74 Title Block"selection. Title Block Line 6 Printed'29 APR 2020, 4:32PM MasonrySlender Wall File=P:120191100TLC-MIEHTEC6-o1C7A4YC-F1Dartmouth.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Item#57 CMU-non-load bearing CMU up to 15'-0" 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.260 k +D+L+H 0.0 k 0.00 k 1.260 k +D+Lr+H 0.0 k 0.00 k 1.260 k +D+S+H 0.0 k 0.00 k 1.260 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.260 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.260 k +D+0.60W+H 0.2 k 0.16 k 1.260 k +D+0.70E+H 0.1 k 0.12 k 1.260 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.12 k 1.260 k • • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: • and then using the'Printing& Project Descr: Title Block"selection. Item 57 59 of 74 Title Block Line 6 Printed:29 APR 2020, 4:32PM MasonrySlender Wall oile=P:2m nghtE C-M EHfEC8 QC-2018, Fnanmou 2.30. SoRxere copyright ENERCALC,INC.1083-2018,Build:10.18.12.30. Description: Item#57 CMU-non-load bearing CMU up to 15'-0" Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +0+0.7501_+0.7505+0.450W+H 0.1 k 0.12 k 1.260 k +0+0.7501_+0.7505+0.5250E+H 0.1 k 0.09 k 1.260 k *0.60D+0.60W+0.60H 0.2 k 0.16 k 0.756 k +0.60D+0.70E+0.60H 0.1 k 0.12 k 0.756 k D Only 0.0 k 0.00 k 1.260 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.3 k 0.26 k 0.000 k E Only 0.2 k 0.17 k 0.000 k H Only 0.0 k 0.00 k 0.000 k • • Project Name: Interior- 15 ft Page 1 of 2 60 of 74 • Model: Beam/Stud-1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'TM 1.5.0.0 i 1 Item 58 J - g] - N 15.00 10.00 ri i i Section: 600S162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia, I=1.79 in^4 Va=638.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 281.2 0.296 281.2 48.0 919.7 0.306 0.215 L/836 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 180.0 788.8 0.357 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 75.0 1.00 152.8 267.4 0.0 0.26 NO R2 75.0 1.00 152.8 267.4 0.0 0.26 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 75.0 0.0 1.00 0.12 0.00 0.12 R2 75.0 0.0 1.00 0.12 0.00 0.12 Combined Bending and Axial Load Details SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • Project Name: Interior- 15 ft Item 58 Page 2 of 2 61 of 74 • Model: Beam/Stud-1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 1.5.0.0 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 83 0.0 180.0 2363.2(c) 0.13 0.48 Simpson Strong-Tie Connectors Number Of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (Ib) (Ib) Connector stud Ratio Anchors Ratio Ok? R1 - No Solutions - - - - - R2 75.0 75.0 SCB45.5 2 0.15 2 0.09 Yes Simpson Strong-Tie Wall Stud Bridging Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 4 4253.7 OK(0.93) OK(0.85) NO GOOD NO GOOD No Soln No Soln (1.03) (1.03) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. • 3)Reference www.stronetie.com for latest load data, important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name Interior- 20 ft Page 1 of 2 62 of 74 Item 58 0 Model: Beam/Stud-1 Date:04/17/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 1.5.0.0 A 1 N I 20.00 10.00 1 z 't 1 • Section : 600S162-43 Single C Stud Fy=33.0 ksi Maxo= 1390.0 Ft-Lb Moment of Intertia, I=2.32 in^4 Va=1415.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 500.0 0.360 500.0 48.0 1219.5 0.410 0.527 L/455 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl 1 lb-in/in in Ft-Lb Ma-d 1 Span 0.00 240.0 1205.1 0.415 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 100.0 1.00 259.1 453.4 0.0 0.20 NO R2 100.0 1.00 259.1 453.4 0.0 0.20 NO I Combined Bending and Shear Reaction or Vmax Mmax Va V+ M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 100.0 0.0 1.00 0.07 0.00 0.07 R2 100.0 0.0 1.00 0.07 0.00 0.07 Combined Bending and Axial Load Details 5 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Interior-20 ft Item 58 Page 2 of 2 63 of 74 • Model: Beam/Stud—1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"' 1.5.0.0 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(Ib) P/Pa Value Span 300.0(c) 48.0 48.0 105 0.0 240.0 2768.6(c) 0.11 0.52 Simpson Strong-Tie Connectors Number Of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (Ib) (Ib) Connector stud Ratio Anchors Ratio Ok? R1 - No Solutions - - - - - R2 - 100.0 100.0 SCB45.5 2 0.16 2 0.13 Yes Simpson Strono-Tie Wall Stud Bridaina Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 5 4983.5 OK(0.74) OK(0.36) OK(0.71) OK(0.62) No Soln No Soln Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. • 3)Reference www.strongtie.com for latest load data, important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5)If the bracing length is larger than the span length, bridging connectors are not designed. • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Interior-25 ft Page 1 of 2 64 of 74 Item 58 • Model: Beam/Stud -1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 1.5.0.0 1 NI 25.00 7.00 1 • Section : 600S162-54 Single C Stud Fy=50.0 ksi Maxo= 2527.1 Ft-Lb Moment of Intertia,I=2.86 in^4 Va=2822.9 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 546.9 0.216 546.9 48.0 2078.4 0.263 0.729 L/411 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 300.0 2158.3 0.253 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 87.5 1.00 598.9 1048.1 0.0 0.08 NO R2 87.5 1.00 598.9 1048.1 0.0 0.08 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Intr. R1 87.5 0.0 1.00 0.03 0.00 0.03 R2 87.5 0.0 1.00 0.03 0.00 0.03 Combined Bending and Axial Load Details • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Interior-25 ft Page 2 of 2 65 of 74 0 Model: Beam/Stud—1 Item 58 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 1.5.0.0 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 132 0.0 300.0 2908.3(c) 0.10 0.37 Simpson Strong-Tie Connectors Number Of Connectors Required at each Reaction : 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (lb) (Ib) Connector stud Ratio Anchors Ratio Ok? R1 - No Solutions - - - - - R2 - 87.5 87.5 SCB45.5 2 0.12 2 0.11 Yes Simpson Strong-Tie Wall Stud Bridging Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 7 5235.0 OK(0.79) OK(0.32) OK(0.72) OK(0.48) OK(0.50) OK(0.48) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. • 3)Reference www.stronptie.com for latest load data, important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Exterior- 11 ft Item 58 Page 1 of 2 66 of 74 Model: Beam/Stud-1 Date:04/17/2020 410 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer-1' 1.5.0.0 � t 1 N 11.00 47.00 Ae 1 • Section : 600S162-54 Single C Stud Fy=50.0 ksi Maxo= 2527.1 Ft-Lb Moment of Intertia,I=2.86 in^4 Va=2822.9 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 710.9 0.281 710.9 48.0 2084.1 0.341 0.183 L/719 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 132.0 2158.3 0.329 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 258.5 1.00 598.9 1048.1 0.0 0.22 NO R2 258.5 1.00 598.9 1048.1 0.0 0.22 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Intr. R1 258.5 0.0 1.00 0.09 0.00 0.09 R2 258.5 0.0 1.00 0.09 0.00 0.09 I Combined Bending and Axial Load Details • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Exterior- 11 ft Item 58 Page 2 of 2 67 of 74 al Model: Beam/Stud—1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designerm 1.5.0.0 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 390.0(c) 48.0 48.0 84 0.0 132.0 5726.8(c) 0.07 0.41 Simpson Strona-Tie Connectors Number Of Connectors Required at each Reaction : 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (Ib) (Ib) Connector stud Ratio Anchors Ratio Ok ? R1 - No Solutions - - - - - R2 - 258.5 258.5 SCB45.5 2 0.34 2 0.32 Yes Simpson Strong-Tie Wall Stud Bridging Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 3 10308.2 NO GOOD OK(0-67) NO GOOD OK(0.84) OK(0.88) OK(0.84) (1.40) (1.27) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. 0 3)Reference www.strongtie.com for latest load data, important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Exterior-20 ft Item 58 Page 1 of 2 68 of 74 Model: Beam/Stud-1 Date:04/17/2020 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer.'" 1.5.0.0 � , 1 N 20.00 38.00 zI 1 • Section : 800S162-54 Single C Stud Fy=50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Intertia,I=5.60 in^4 Va=2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1900.0 0.620 1900.0 48.0 2782.1 0.683 0.828 L/290 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 2734.3 0.695 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 380.0 1.00 574.6 1005.5 0.0 0.34 NO R2 380.0 1.00 574.6 1005.5 0.0 0.34 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+M Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Intr. R1 380.0 0.0 1.00 0.18 0.00 0.18 R2 380.0 0.0 1.00 0.18 0.00 0.18 Combined Bending and Axial Load Details • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Exterior-20 ft Item 58 Page 2 of 2 69 of 74 . Model: Beam/Stud—1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer 1.5.0.0 Axial Ld Bracing(in) Max K-Phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 89 0.0 240.0 5454.7(c) 0.05 0.75 Simpson Strong-Tie Connectors Number Of Connectors Required at each Reaction : 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (Ib) (Ib) Connector stud Ratio Anchors Ratio Ok? R1 - No Solutions - - - - - R2 - 380.0 380.0 SCB47.5 2 0.50 2 0.48 Yes Simpson Strong-Tie Wall Stud Bridging Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Cantilever (in.) Braces Pn(lb.) (Min)' (Max)' (Min) (Max)' (Min)' (Max)' Span 48 5 9818.4 NO GOOD NO GOOD NO GOOD NO GOOD NO GOOD NO GOOC (1.30) (1.30) (1.65) (1.44) (1.44) (1.41) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. • 3)Reference www.strongtie.com for latest load data,important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. • SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: Exterior-25 ft Item 58 Page 1 of 2 70 of 74 Model: Beam/Stud -1 Date:04/17/2020 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 1.5.0.0 � I 1 N 25.00 33.00 Al 1 • . Section : 800S200-68 Single C Stud Fy=50.0 ksi Maxo= 5434.1 Ft-Lb Moment of Intertia, I=8.14 in^4 Va=4220.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2578.1 0.474 2578.1 48.0 4787.5 0.539 1.208 L/248 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 300.0 4558.3 0.566 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 412.5 1.00 882.0 1543.5 0.0 0.24 NO R2 412.5 1.00 882.0 1543.5 0.0 0.24 NO Combined Bending and Shear Reaction or Vmax Mmax Va V+ M Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Intr. R1 412.5 0.0 1.00 0.10 0.00 0.10 R2 412.5 0.0 1.00 0.10 0.00 0.10 Combined Bending and Axial Load Details • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Exterior-25 ft Item 58 Page 2 of 2 71 of 74 • Model: Beam/Stud-1 Date:04/17/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designers' 1.5.0.0 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 390.0(c) 48.0 48.0 100 0.0 300.0 7180.5(c) 0.05 0.62 Simpson Strong-Tie Connectors Number Of Connectors Required at each Reaction : 1 No.of No.of Simpson Req'd Connect Req'd# Shear Tension Compression Strong-Tie screws to or Stress 12-14 Stress Design Reaction (lb.) (lb) (Ib) Connector stud Ratio Anchors Ratio Ok? R1 - No Solutions - - - - - R2 - 412.5 412.5 SCB47.5 2 0.54 2 0.52 Yes Simpson Strong-Tie Wall Stud Bridging Connectors Design Method=AISI S100 Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 48 7 12924.9 No Soln No Soln No Soln No Soln NO GOOD NO GOOC (1.43) (1.43) Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box,or built-up sections. • 3)Reference www.strongtie.com for latest load data,important information,and general notes 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 4 ❑Main Orrice CLIENT: 17700 SW Upper Boones Ferry Rd.*115gon 97224 PAGE / Portland,Ore .r 503-624-7005 PROJECT: D t_hei O U1- CI Central Oregon 72 of 74 111111 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H o Denver Office DATE: • ENGINEERS ! 940 IGmbark St.Suite 3 Item 58 Longmont,Colorado 80501 www.froel"-engineerscam 720-799-1001 BY: C.,fs STL,d 1A)0,1t feaw` In - LaThro,1 L.anadeCvl Wail S - ifraf ri o I k 1 I s'- `j 10s-f 0 v-e_. Lod.cl 5T -s @ j6r,o - ; Sp -F (. 33') _ , 6,s - use 7pLF , z`r0c.' 3-Pi F (2) - 10 ps ( 1T c or GJ4115 = WitAcA : � _ l2 : 3 66 /W, }} LL oo ��LPTd 1 � TT 0.1`S - 7riD aVQD�. ' A = J2 '4 ' �b r_2 3 .5-8 ,5 Si 33)(016 ) ; 17 �s /4$A - 457) _ 6,67' &Lp To 20 frt Walls ' tri10 a(e0. = A = be .i : j33 fr,(0,, f2.. '16, 7 psf 0.33)/6 ,6) : 37, 3 p4f t4i _ Asp , GCI rD � C ;T. Wails : fi'r;b Ale,o�. A = be = 22S f--1-L b� =3 66 `lorB p3+ (1•33' 6) = 32r6psi 9.5-e, 33. 4,D 73 of 74 Client: SERA IIProject: Dartmouth Item 58 4, Project#: 19-T076 Date: 12/1/2019 By: FROELICH ENGINEERS I WIND FORCE CALCULATION-C&C Walls ASCE 7-10 SECTION 30.6,30.7 Page Refs by Printing Design Wind Loads on Components and Cladding-Walls 2nd Printing 3rd Printing Basic Wind Speeds Input 3 Second Gust V3,= 120 mph Exposure Category= B Wind Directionality Factor Kd= 0.85 Table 26.6-1 page 250 page 194 Mean Height of Roof,h= 85 ft Building Elevation= 0 ft Base Elevation Above Sea Level Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 page 252 page 196 Length of 1/2 hill height LI,= 1000 ft Figure 26.8-1 page 252 page 196 Dist.From Crest to Bldg.x= 100 ft Figure 26.8-1 page 252 page 196 Height Above Local Grade z= 15 ft Figure 26.8-1 page 252 page 196 Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 page 252 page 196 Height Attenuation Factor g= 3 Figure 26.8-1 page 252 page 196 Shape Factor Kl/(H/Lh)= 1.3 Figure 26.8-1 page 252 page 196 Output-Topographic Multipliers KI = 0.00 K2= 0.93 K3— 0.96 Topographic Factor K,= 1.00 Terrain Exposure Constants nominal height of boundary zg= 1200 Table 26.9-1 page 256 page 199 3-s gust exponent a= 7.00 Table 26.9-1 Elevation Adjustment Average Air Density= 0.07650 (Ibm/ft3) Table C27.3-2 page 548 Constant= 0.00256 i 74 of 74 Pressure Coefficients Input Item 58 • Velocity Pressure Exposure Coefficients Kh (see below) Table 30.3-1 page 317 page 259 Height(ft) Kb q (psf) Velocity 15 0.70 21.9 Pressure 20 0.70 21.9 Output 9= 25 0.70 21.9 30 0.70 21.9 40 0.76 23.8 50 0.81 25.4 60 0.85 26.7 70 0.89 27.9 80 0.93 29.0 90 0.96 30.0 100 0.99 30.9 120 1.04 32.6 .._ 85 0.94 29.5 9h External Pressure Coefficients(GCr)-Use Figure 30.4-1 for h<60 ft,30.6-1 for h>60 ft GCm=+/- 0.18 Table 26.11-1 (page 201) Pressure Coefficients on Exterior Surfaces of Walls Zone GCp Figure 30.6-1 for h>60 page 290 Eff III Wind Area(sf) 10 20 50 100 200 500 1000 Zone 4(+) 0.90 _ 0.90 0.80 0.75 0.70 0.60 0.60 zone 5(+) 0.90 0.90 0.80 0.75 0.70 0.60 0.60 Zone 4(-) -0.90 -0.90 -0.85 -0.80 -0.75 _ -0.70 -0.70 zones(-) -1.80 -1.80 -1.60 -1.40 -1.20 -1.00 -1.00 Calculate Wind Pressure,p,per Equation 30.4-1 or 30.6-1,using qe p 260 and 262 Exterior Face of Surface Zone p(psf) Eff Wind Area(sf) 10 20 50 100 200 500 1000 Zone 4(+) 31.87 31.87 28.92 27.44 25.97 23.01 23.01 with Positive I Zone 5(+) 31.87 31.87 28.92 27.44 25.97 23.01 23.01 with Positive I ' Zone 4(-) -31.87 -31.87 -30.39 -28.92 -27.44 -25.97 -25.97 with Negative zones(-) -58.42 -58.42 -52.52 -46.62 -40.72 -34.82 -34.82 with Negative NOTE: NET pressure effect shall not be less than 16 psf, per ASCE 7-10, 30.2.2. page 257 • Additional correspondence and Responses On 2020-05-11 16:33, Todd Nagele wrote: Tom, Good to talk with you this morning. Below and attached are follow up responses to the items we discussed. Feel free to contact me if you have any questions or need anything else. Item#40—As discussed,the#7 @ 6" oc bars at the toe of the retaining walls shown in pages 10 and 12 is over the extent of the retaining walls and does not extend in the mat footing areas where#7 @ 12" oc is shown. Item#53—Attached is the correct calculation showing the 62.4 psf pressure rather than the 50 psf. Item#54—Asks for 12'-0"and 15'-0" wall calculations for schedule 17/5502. Attached are updated calculations. Detail 17/5502 uses the cantilever design without seismic for 175502 since this will only apply during construction. 18/5502 is similar but uses the cantilever seismic design and thus has some addition bar. Item#55— The column number map included in the previous response I found was from a newer version of the model. The software renumbered the columns. Attached is the number map that correctly matches up with the load spreadsheet. You mentioned (3)footings that were off from the drawings. • #6—This is#1 on the correct map. This should be a type '2', 6'-0" footing and will be added to the plan. #9—Same#on both maps. This should be a type '3',8'-0"footing and will be updated on plan. #24—This is#22 on the correct map. The 8'-0" is correct. Item#58—I looked into the LSUBH,SUBH and MSUBH shown the calcs we discussed. I found that these are different models of Simpson bridging connectors. I have included here the summary reports for these walls which indicates the design works. Included are the calculations for the site retaining wall at the SE corner. This is for detail 48/S504 cut on S100.1. Thanks, Todd Todd Nagele, PE Froelich Engineers Office: 503.624.7005 Direct: 503.924.6316 . From: rogerst@rosenet.net<rogerst@rosenet.net> Sent:Wednesday, May 13, 2020 7:29 AM To:Todd Nagele<tnagele@froelich-engineers.com> Cc:Artur Grochowski <arturg@seradesign.com>;Travis Dang<travisd@seradesign.com> Subject: Re:Tigard BUP 2019-00346 Todd Thanks for the additional information. Is the retaining wall along grids S and 10 all 15 ft. in height? In the CFS stud schedule, the interior 20-25 wall shows 6" studs and 8" track. Detail 48/S504 shows tw and hf for the stem and footing thickness. Tom Tom, In response to your questions: • 1. The parking level area east of grid 10 and north of grid S has an elevation 232'-0". The tallest retaining height of the walls occurs at the corner by grid S-10 where the top-of-footing is 217'- 6" (wall height of 14'-6"). The wall height steps up from there along grid S and 10. 2. Agreed. The top track in the CFS stud schedule should be 6". See below. 3. Yes, detail 48/S504 should call out the 12"footing thickness and 8" wall thickness. See below. CFS NON-LOAD BEARING STUD WALL HEIGHT BOTTOM TRACK TOP TRACK AT PT SUS TOP TRACK ATTACHMENT COMMENTS INTERIOR UP TO WO 0508152.1E Tl1a QN'Sc ROT tS?1T 5btl f®SLi15Pl1 FAAxNUCK 12114RKAJ PPQ Wtl4•EFNTOO(Nt DEFLECTION FEb AT ae 15.1'TO tun RO61U4122W ON•OO eon 150.Q.yTNE}i.Z:5*a c 4""K.0 Pat it EMMD4EMT 20.Y TO Cat Wtlh3-51.5w 015.OC SEETt5O5K t,..Oo cN K1D P11•11AUPPaATW1 Of.EMBELIVERT TEXTERIOR 14'C4 OaTB 5510 CAS 04 PtA OP to 1Yp• E4.04+52.S1.1544.0 It'OC SSOT15551.524 SEI Qrt a MWKt N[T0O RNOOtER S-AT b• OS.USE I.r4•dA ORET NNiOTS yr 01V WETS MT04%T 4P%ACT f Tt•TOXlO MSS162�St SMQ 15.00 ro0T2oSL5�P RgMS6889C_ OEWALTWC%201OO lERM Al21 6EISMtG ORiT TRMJt OC,M#i'it CAORS'Pe(Rt$ 14'4t100Lts W10 CASTNPj1C( 2f1•T 1G2w .sass IC SC SNTXMM_•ni1 tt w GEWKT WC6'O lIAXtERN Al 2P CC USE 5 e4'gAORITTN5ERTS NOTES 1 STLO WALLS ME TO BE MAMAS INDICATED SOETAS WANERSO 2 P.EG E VIEW OEF(ELTKTMB50 TRACK Al SN10ER5#OF PT SLAB • y r bplt REM*wTrTOL C G JI IV2 0NOARG 1 AAVERT DEW AT tTa mot' dE DORM AI WOG "'mot 0! tbEA Pfas GNp o1VM m „z SEE N Gnl100 41 KHO ICn rADve(NEO NNRI SEAL GEL GRADE AEG ERR oc nT t O< r • MAIM u tr oe rn i' PGELEMAAR END ISEV 9 CONCRETE RETAINING WALL Al DRIVE RAMP SOS a 1.`T-t Thanks, • Todd Todd Nagele, PE Froelich Engineers Office: 503.624.7005 Direct: 503.924.6316 From: rogerst@rosenet.net<rogerst@rosenet.net> Sent:Wednesday, May 13, 2020 7:29 AM To:Todd Nagele<tnagele@froelich-engineers.com> Cc:Artur Grochowski<arturg@seradesign.com>;Travis Dang<travisd@seradesign.com> Subject: Re:Tigard BUP 2019-00346 • Additional Calculations in Response • Structural Review comments May 11 , 2020 Dartmouth Apartments Tigard, Oregon SERA Architects May 11, 2020 Job Number- 19-T076 a'Jcrup q< t152kIs O GON Qy�G<Y25 (34... �qAZ DSW • EXPIRES: 12/31/2oZ1, rr FROELICH ENGINEERS t * * * LIMITATIONS * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND!OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. • MAIN OFFICE CENTRAL OREGON DENVER OFFICE 17700 SW Upper Boones Ferry RD. Suite 115 745 N.W. Mt.Washington Drive,Suite 204 940 Kimbark St,Suite 3 Portland,Oregon 97224 Bend, Oregon 97701 Longmont,Colorado 80501 503-624-7005/503-624-9770 FAX 541-383-1828 720-799-1001 1 of 39 Use menu item Settings>Printing&Title Block Title Water Vault-Outside Wall-Soil Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Follow up -#53 This Wall in File:p:12 0 1 911 9-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 62.4 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingiISoil Friction = 0.400 Soil height to ignore -- --- for passive pressure = 12.00 in • [Surcharge Loads I rLateral Load Applied to Stem ` Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to ToK = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft L Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 2,800.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 250.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I L,Stem Construction I _ Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.18 OK Wall Material Above"Ht" = Concrete 0 Sliding = 1.63 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 16,950 lbs Rebar Size = # 6 ...resultant ecc. = 22.68 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 3,634 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK 5,000 fblFB+fa/Fa = 0•904 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,087 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 4,992.0 Moment....Actual Footing Shear @ Toe = 0.0 psi OK Service Level ft-#= Footing Shear @ Heel = 20.6 psi OK Strength Level ft-#= 16,640.0 Allowable = 94.9 psi Sliding Calcs Moment Allowable = 18,415.0 Lateral Sliding Force = 4,246.7 lbs Shear Actual less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 6,680.0 lbs Strength Level psi= 43.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight 40 Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 2 of 39 Use menu item Settings> Printing&Title Block Title Water Vault-Outside Wall-Soil Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Follow up - #53 This Wall in File:p:12019119-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3973 in2/ft (4/3)*As: 0.5298 in2/ft Min Stem T&S Reinf Area 2.880 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3973 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 10.00 Factored Pressure = 5,087 0 psf Total Footing Width = 10.00 Mu':Upward = 0 52,517 ft-# Footing Thickness = 20.00 in Mu': Downward = 0 65,610 ft-# Mu: Design = 0 13,093 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 20.64 psi Key Depth = 0.00 in Allow 1-Way Shear = 50.60 94.87 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Key: No key defined • Min footing T&S reinf Area 4.32 in2 Min footing T&S reinf Area per foot 0.43 in2 /tt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in lSummary of Overturning & Resisting Forces &Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,246.7 3.89 16,514.8 Soil Over Heel = 9,900.0 5.50 54,450.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,800.0 0.50 1,400.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 250.0 0.50 125.0 = Soil Over Toe = Surcharge Over Toe = Total 4,246.7 O.T.M. 16,514.8 Stem Weight(s) = 1,500.0 0.50 750.0 Earth @ Stem Transitions= = = Footing Weight = 2,500.0 5.00 12,500.0 Resisting/Overturning Ratio = 4.18 Key Weight = Vertical Loads used for Soil Pressure= 16,950.0 lbs Vert.Component = _ Total= 16,700.0 lbs R.M.= 69,100.0 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. III Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 3 of 39 Use menu item Settings>Printing&Title Block Title Water Vault-Outside Wall -Soil Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Follow up - #53 • This Wall in File: p:\2019119-t076(dartmouth)\engineering\calculations\foundations\retaining walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Tilt - 1 Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.101 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. I 1111 4of39 Use menu item Settings>Printing&Title Block Title • Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"WI Seismic Follow up -#54 This Wall in File: P:\2019\19-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06058142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil Data I W Retained Height = 15.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 11.o0ft Equivalent Fluid Pressure Method Total Wall Height = 26.00 ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 26.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictoor = 0.400 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail LSurcharge Loads 1 i Uniform Lateral Load Applied to Stem i Adjacent Footing Load I Surcharge Over Heel = 50.0 psf Lateral Load = 1,688.0#/ft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding&Overturn ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bolton = 8.50 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 Load Type = Seismic(E) Footing Type Line Load (service Level) Base Above/Below Soil Axial Dead Load = 11610.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 4,960.0 lbs Wind on Exposed Stem = 0.0 psf IIAxial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary ` Concrete Stem Construction 1 Total Bearing Load = 35,683 lbs Thickness = 12.00 in Fy = 60,000 psi ...resultantecc. = 16.81 in Wall Weight = 150.0 psf fc = 4,000psi ' Soil Pressure @ Toe = 5,209 psf NG Stem is FIXED to top of footing Soil Pressure @ Heel = 865 psf OK Allowable = 5,000 psf Mmax Between Soil Pressure Exceeds Allowable! @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 6,540 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,086 psf Design Height Above Ftg = 26.00 ft 10.23 ft 0.00 ft Footing Shear @ Toe = 66.3 psi OK Rebar Size = # 5 # 6 # 8 Footing Shear @ Heel = 12.4 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 94.9 psi Rebar Placed al = Edge Edge Edge Reaction at Top = 510.8 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 5,796.0 lbs Design Data Sliding Stability Ratio = 2.52 OK fblFB+fa/Fa = 0.000 0.580 0.918 Sliding Calcs Mu....Actual = 0.0 ft-# 11,103.4 ft-# 29,101.7ft-# Lateral Sliding Force = 5,796.0 lbs less 100%Passive Force- - 347.2 lbs Mn*Phi Allowable = 12,933.6 ft-# 19,157.5 ft-# 31,701.3 ft-# less 100%Friction Force= - 14,273.0 lbs Shear Force @ this height = 786.7 lbs 7,583.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual = 6.90 psi 66.52 psi Shear Allowable = 94.87psi 94.87psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe:#7 @ 10.91 in -or- #4@ 3.64 in,#5@ 5.64 in,#6@ 8.00 in,#7@ 10.911, Load Factors Heel:#7©12.00 in -or- Not req'd: Mu<phi"5"lambda"sgrt(fc)"Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 5 of 39 Use menu item Settings>Printing&Title Block Title • Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"W/Seismic Follow up - #54 AlliThis Wall in File: P:\2019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 7.488 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2549 in2/ft (4/3)*As: 0.3398 in2/ft Min Stem T&S Reinf Area 4.541 in2 200bd/fy:200(12)(10)/60000: 0.4 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3398 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.1675 in2/ft #6@ 18.33 in #6@ 36.67 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.7044 in2/ft • (4/3)*As: 0.9392 in2/ft Min Stem T&S Reinf Area 2.947 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.7044 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.79 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Strengths&Dimensions M Footing Design Results Toe Width = 3.75 ft Log Heel Width = 8.00 Factored Pressure = 6,540 1,086 psf Total Footing Widtt = 11.75 Mu' : Upward = 41,905 53,142 ft-# Footing Thickness = 20.00 in Mu' : Downward = 3,234 57,820 ft-# Key Width = 0.00 in Mu: Design = 38,671 4,678 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 66.32 12.40 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 5.08 in2 Min.As 0/0 = 0.0018 Min footing T&S reinf Area per foot 0.43 in2 ift Cover @ Top = 3.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... Sliding Forces Load&Moment Summary For Footing:For Soil Pressure Calcs Stem Shear @ Top of Footing= -4,845.9 lbs Moment @ Top of Footing Applied from Stem = -18,804.2f1-# Heel Active Pressure = -950.1 Surcharge Over Heel iii Sliding Force = 5,796.0 lbs Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = 11,610.0 lbs 4.25ft 49,342.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = lbs ft ft-# 49,976.1 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 3,900.0 lbs 4.25ft 16,575.0ft-# Soil Over Heel = 11,550.0 lbs 8.25ft 95,287.5ft-# Footing Weight = 2,937.5 lbs 5.88ft 17,257.8ft-# Total Vertical Force E 35,682.5 lbs Base Moment = 159,658.6ft-# 6 of 39 Use menu item Settings>Printing&Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"W/Seismic Follow up - #54 This Wall in File: P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. 11111 7 of 39 Use menu item Settings> Printing&Title Block Title Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"W/O Seismic Follow up - #54 This Wall in File: P:12 01 911 9-T076(Dartmouth)\Engineering\Calculations\.Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria 1 Soil Data I -- Retained Height = 15.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 11.00ft Equivalent Fluid Pressure Method Total Wall Height = 26.00ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 26.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 Foot ngllSoil Friction = 0.400 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads I [ Uniform Lateral Load Applied to Stem Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding&Overturn ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&OverturningWall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 Load Type = Seismic(E) Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 11610.0 lbs at Back of Wall = 0.0 ft 0 Axial Live Load = 4,960.0 lbs Wind on Exposed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load FP/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary `LConcrete Stem Construction Total Bearing Load = 35,683 lbs Thickness = 12.00 in Fy = 60,000 psi ...resultant ecc. = 14.87 in Wall Weight = 150.0 psf fc = 4,000 psi Soil Pressure @ Toe = 4,959 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,115 psf OK Allowable = 5,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 6,227 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,400 psf Design Height Above Ftg = 26.00 ft 11.28 ft 0.00 ft Footing Shear @ Toe = 63.3 psi OK Rebar Size = # 5 # 5 # 8 Footing Shear @ Heel = 16.9 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 322.8 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 4,802.4 lbs Design Data Sliding Stability Ratio = 3.04 OK fb/FB+fa/Fa = 0.000 0.512 0.659 Sliding Calcs Mu....Actual = 0.0 ft-# 6,972.9 ft-# 20,893.0ft-# Lateral Sliding Force = 4,802.4 lbs less 100%Passive Force - 347.2 lbs Mn*Phi Allowable = 12,933.6 ft-# 13,631.1 ft# 31,701.3 ft-# less 100%Friction Force= - 14,273.0 lbs Shear Force @ this height = 518.1 lbs 6,163.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual = 4.54 psi 54.07 psi illVertical component of active lateral soil pressure IS Shear Allowable = 94.87 psi 94.87 psi NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe:#6 @ 8.00 in -or- #4@ 3.64 in,#5©5.64 in,#6@ 8.00 in,#7@ 10.91 Load Factors Heel:#7 @ 16.67 in -or- Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic,E 1.000 8 of 39 Use menu item Settings>Printing&Title Block Title Page: 2 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"W/O Seismic Follow up - #54 This Wall in File: P:12 01 911 9-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,AC1 318-11,AC1 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)`As: 0 in2/ft Min Stem T&S Reinf Area 7.488 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2lft #6@ 18.33 in #6@ 36.67 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1601 in2/ft (4/3)*As : 0.2134 in2/ft Min Stem T&S Reinf Area 4.240 in2 200bd/fy:200(12)(10)/60000: 0.4 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.1675 in2/ft #6@ 18.33 in #6@ 36.67 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.5057 in2/ft (4/3)*As: 0.6743 in2/ft Min Stem T&S Reinf Area 3.248 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft • 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5057 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.79 in2lft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Strengths&Dimensions ` Footing Design Results Toe Width = 3.75 ft Toe el Heel Width = 8.00 Factored Pressure = 6,227 1,400 psf Total Footing Widtf = 11.75 Mu': Upward = 40,170 57,773 ft-# Footing Thickness = 20.00 in Mu': Downward = 3,234 57,820 ft-# Key Width = 0.00 in Mu: Design = 36,935 47 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 63.32 16.88 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 5.08 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.43 in2 /It Cover @ Top = 3.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in ` L Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... Sliding Forces Load&Moment Summary For Footing:For Soil Pressure Gales Stem Shear @ Top of Footing= -3,852.3 lbs Moment @ Top of Footing Applied from Stem = -13,058.1 ft-# Heel Active Pressure = -950.1 Surcharge Over Heel Sliding Force = 4,802.4 lbs Adjacent Footing Load = lbs ft ft-# • Axial Dead Load on Stem = 11,610.0 lbs 4.25ft 49,342.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = lbs ft ft-# 44,230.0 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 3,900.01bs 4.25ft 16,575.0ft-# Soil Over Heel = 11,550.0 lbs 8.25ft 95,287.5ft-# Footing Weight = 2,937.51bs 5.88 ft 17,257.8ft-# Total Vertical Force E 35,682.5 lbs Base Moment = 165,404.7ft-# 9 of 39 Use menu item Settings> Printing&Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 15'-0"MO Seismic Follow up - #54 •This Wall in File: P:12019119-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To : FROELICH CONSULTING ENGINEERS, INC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • • 10 of 39 Use menu item Settings>Printing&Title Block Title • Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 12'-0"W/Seismic Follow up - #54 This Wall in File:P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 11 License To: FROELICH CONSULTING ENGINEERS,INC [Criteria 1 Soil Data I .... Retained Height = 12.00 ft Allow Soil Bearing = 6,650.0 psf Wall height above soil = 11.00ft Equivalent Fluid Pressure Method Total Wall Height = 23.00 ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 23.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.450 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads 1 Uniform Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 1,080.0 ftlft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding&Overturn .,.Height to Top = 7.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bolton = 6.70 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ Load Type = Seismic(E) Footing Type Line Load (Service Level) Base Above/Below Soil - Axial Dead Load = 11610.0 lbs Wind on Exposed Stem = 0.0 at Back of Wall 0.0 ft 4, Axial Live Load = 4,970.0 lbs P psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 • Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 0 FP/WP Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary 0 Concrete Stem Construction ' Total Bearing Load = 29,449 lbs Thickness = 12.00 in Fy = 60,000 psi ...resultant ecc. = 12.77 in Wall Weight = 150.0 psf fc = 4,000 psi Soil Pressure @ Toe = 4,998 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,042 psf OK Allowable = 6,650 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 6,335 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,321 psf Design Height Above Ftg = 23.00 ft 8.59 ft 0.00 ft Footing Shear @ Toe = 76.7 psi OK Rebar Size = # 5 # 5 # 6 Footing Shear @ Heel = 19.3 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 274.8 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 3,884.3 lbs Design Data Sliding Stability Ratio = 3.48 OK fb/FB+fa/Fa = 0.000 0.411 0.880 Sliding Calcs Mu....Actual = 0.0 ft-# 5,596.0 ft-# 15,978.6ft-# Lateral Sliding Force = 3,884.3 lbs Mn*Phi Allowable = 12,933.6 ft-# 13,631.1 ft-# 18,167.5ft-# less 100%Passive Force= - 281.3 lbs less 100%Friction Force= - 13,251.9 lbs Shear Force @ this height = 424.3 lbs 4,993.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual = 3.72 psi 43.80 psi Shear Allowable = 94.87 psi 94.87 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe: #6 @ 9.10 in -or- #4©4.14 in,#5@ 6.41 in,#6@ 9.10 in,#7@ 12.41. Load Factors Heel:#6 @ 12.00 in -or- Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 11 of 39 Use menu item Settings>Printing &Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 12'-0"W/Seismic Follow up -#54 iliThis Wall in File: P:12 0 1 911 9-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ Retain Pro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 6.624 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4(@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1285 in2/ft (4/3)*As: 0.1713 in2/ft Min Stem T&S Reinf Area 4.150 in2 200bd/fy: 200(12)(10)/60000: 0.4 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.1675 in2/ft #6@ 18.33 in #6@ 36.67 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3867 in2/ft (4/3)*As: 0.5157 in2/ft Min Stem T&S Reinf Area 2.474 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3867 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Strengths&Dimensions I Footing Design Results Toe Width = 3.75 ft Toe B II Heel Width = 6.00 Factored Pressure = 6,335 1,321 psf Total Footing Widtt = 9.75 Mu':Upward = 40,026 27,231 ft-# Footing Thickness = 18.00 in Mu':Downward = 3,023 24,175 ft-# Key Width = 0.00 in Mu: Design = 37,002 -3,056 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 76.71 19.34 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 3.79 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.39 in2 /ft Cover @ Top = 3.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... Sliding Forces Load&Moment Summary For Footing: For Soil Pressure Calcs Stem Shear @ Top of Footing= -3,191.1 lbs Moment @ Top of Footing Applied from Stem = -10,324.3ft-# Heel Active Pressure = -693.2 Surcharge Over Heel dikSliding Force = 3,884.3 lbs Adjacent Footing Load = lbs ft ft-# Illir Axial Dead Load on Stem = 11,610.0 lbs 4.25 ft 49,342.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = lbs ft ft-# 31,337.4 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 3,450.0 lbs 4.25ft 14,662.5ft-# Soil Over Heel = 6,600.0 lbs 7.25ft 47,850.0ft-# Footing Weight = 2,193.8 lbs 4.88ft 10,694.5ft-# Total Vertical Force g 29,448.8 lbs Base Moment = 112,225.3ft-# 12 of 39 Use menu item Settings>Printing 8 Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 12'-0"WI Seismic Follow up - #54 This Wall in File: P:\2019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License: KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS, INC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • 13 of 39 Use menu item Settings> Printing&Title Block Title • Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 12'-0"W!O Seismic Follow up - #54 This Wall in File: P:\2019\19-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ etainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria ` Soil Data I �... Retained Height = 12.00 ft 1 Allow Soil Bearing = 5,000.0 psf Wall height above soil = 11.00ft Equivalent Fluid Pressure Method Total Wall Height = 23.00 ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 23.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 Foot ngllSoil Frictior = 0.450 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding&Overturn ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 110.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Load Type = Seismic(E) Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 11610.0 lbs at Back of Wall = 0.0 ft • Axial Live Load = 4,960.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load I Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf _Design Summary IL Concrete Stem Construction Total Bearing Load = 29,476 lbs Thickness = 12.00 in Fy = 60,000 psi ...resultant ecc. = 11.53 in Wall Weight = 150.0 psf fc = 4,000psi Soil Pressure @ Toe = 4,811 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,236 psf OK Allowable = 5,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 6,097 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,566 psf Design Height Above Ftc = 23.00 ft 9.33 ft 0.00 ft Footing Shear @ Toe = 73.9 psi OK Rebar Size = # 5 # 5 # 6 Footing Shear @ Heel = 22.8 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 175.2 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 3,228.0 lbs Design Data --- Sliding Stability Ratio = 4.20 OK fb/FB+fa/Fa = 0.000 0.263 0.632 Sliding Calcs Mu....Actual = 0.0 ft-# 3,586.2 ft-# 11,477.0ft-# Lateral Sliding Force = 3,228.0 lbs less 100%Passive Force= - 281.3 lbs Mn*Phi Allowable = 12,933.6 ft-# 13,631.1 ft-# 18,167.5 ft-# less 100%Friction Force= - 13,264.3 lbs Shear Force @ this height = 281.9 lbs 4,055.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual = 2.47 psi 35.58 psi Shear Allowable = 94.87 psi 94.87 psi Vertical component of active lateral soil pressure IS •NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe:#6@9.10 in -or- #4@ 4.14 in,#5@ 6.41 in,#6@ 9.10 in,#7@ 12.41 Load Factors Heel:#6 @ 12.00 in -or- Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 14 of 39 Use menu item Settings>Printing&Title Block Title Page: 2 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description....Ax ial xial 12'-0"W/O Seismic Follow up - #54 This Wall in File: P:\2019119-T076(Dartmouth)\Engineering\Calculations1 Foundations 1Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 6.624 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0823 in2/ft (4/3)*As: 0.1098 in2/ft Min Stem T&S Reinf Area 3.937 in2 200bd/fy:200(12)(10)/60000: 0.4 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.1675 in2/ft #6@ 18.33 in #6@ 36.67 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2778 in2/ft (4/3)*As: 0.3704 in2/ft Min Stem T&S Reinf Area 2.687 in2 • 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3704 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Strengths&Dimensions I _Footing Design Results Toe Width = 3.75 ft Iss II Heel Width = 6.00 Factored Pressure = 6,097 1,566 psf Total Footing Widtf = 9.75 Mu': Upward = 38,783 29,256 ft-# Footing Thickness = 18.00 in Mu': Downward = 3,136 24,175 ft-# Key Width = 0.00 in Mu: Design = 35,647 -5,081 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 73.91 22.81 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 3.79 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.39 in2 i t Cover @ Top = 3.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... Sliding Forces Load&Moment Summary For Footing:For Soil Pressure Calcs Stem Shear @ Top of Footing= -2,534.7 lbs Moment @ Top of Footing Applied from Stem = -7,173.1 ft-# Heel Active Pressure = -693.2 Surcharge Over Heel Sliding Force = 3,228.0 lbs Adjacent Footing Load = lbs ft ft-# 40 Axial Dead Load on Stem = 11,610.0 lbs 4.25 ft 49,342.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = lbs ft ft-# 28,320.3 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 3,450.0 lbs 4.25 ft 14,662.5ft-# Soil Over Heel = 6,600.0 lbs 7.25 ft 47,850.0ft-# Footing Weight = 2,193.81bs 4.88ft 10,694.5ft-# Total Vertical Force E 29,476.3 lbs Base Moment = 115,376.4ft-# 15 of 39 Use menu item Settings> Printing&Title Block Title Page: 3 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Restrained:Axial 12'-0"WIO Seismic Follow up - #54 This Wall in File: P:12019\19-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ etainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • • 16 of 39 Use menu item Settings>Printing&Title Block Title • Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 WI Seismic Follow up - #54 This Wall in File: P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations%Retaining Walls% RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Criteria 1 Soil Data »°.As. Retained Height = 15.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf I FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads 1 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 1,688.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 8.50 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type = Seismic(E) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 (Strength Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.3 in Lpesign Summary 0 Stem Construction I end Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 5.00 0.00 Overturning = 3.11 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.31 Ratio<1.5! Design Method = LRFD LRFD111 Thickness = 12.00 12.00 Total Bearing Load = 18,050 lbs Rebar Size = # 6 # 8 ...resultant ecc. = 11.49 in Rebar Spacing = 12.00 6.00 Rebar Placed at = Edge Edge Soil Pressure @ Toe = 2,224 psf OK Design Data Soil Pressure @ Heel = 784 psf OK fb/FB+fa/Fa = 0.943 0.836 Allowable = 5,000 psi Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,114 psf Service Level Ibs= ACI Factored @ Heel = 1,098 psf Strength Level lbs= 4,742.5 8,369.8 Footing Shear @ Toe = 32.3 psi OK Moment....Actual Level Footing Shear @Heel = 22.5 psi OK Service Level ft-#= Strength Level ft#= 17,370.6 49,568.1 Allowable = 94.9 psi Sliding Calcs Moment Allowable ft-#= 18,415.0 59,260.1 Lateral Sliding Force = 6,245.3 lbs Shear Actual less 100%Passive Force= - 416.7 lbs Service Level psi= less 100%Friction Force = - 7,785.0 lbs Strength Level psi= 41.1 73.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 94.9 ....for 1.5 Stability = 1,166.2 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 9.50 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete DataIII Wind,W 1.000 fc psi= 4,000.0 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Use menu item Settings>Printing&Title Block 17 of 39 gTitle Page: 2 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 WI Seismic Follow up - #54 .This Wall in File: P:12 01 911 9-T076(Dartmouth)\Engineering\Calculations\Foundations)Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4148 in2/ft (4/3)*As: 0.5531 in2/ft Min Stem T&S Reinf Area 2.880 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh: 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.4148 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 1.1997 in2/ft (4/3)*As: 1.5997 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 1.1997 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.58 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 4.00 ft Log tiagt Heel Width = 8.00 Factored Pressure = 3,114 1,098 psf . Total Footing Width = 12.00 Mu': Upward = 23,120 36,498 ft-# Footing Thickness = 20.00 in Mu':Downward = 3,680 57,820 ft-# Mu: Design = 19,440 21,322 ft-# Key Width = 0.00 in Actual 1-Way Shear = 32.26 22.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.67 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel:#4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Key: No key defined Min footing T&S reinf Area 5.18 in2 Min footing T&S reinf Area per foot 0.43 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in • 18 of 39 Use menu item Settings> Printing&Title Block Title • Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 WI Seismic Follow up - #54 This Wall in File:P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations1Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,861.1 5.56 27,006.2 Soil Over Heel = 11,550.0 8.50 98,175.0 Surcharge over Heel = 202.5 8.33 1,687.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1,181.6 10.67 12,603.7 Axial Dead Load on Stem= 500.0 4.48 2,239.6 Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 6,245.3 O.T.M. 41,297.8 Stem Weight(s) = 2,250.0 4.50 10,125.0 Earth @ Stem Transitions= Footing Weight = 3,000.0 6.00 18,000.0 Resisting/Overturning Ratio = 3.11 Key Weight = Vertical Loads used for Soil Pressure= 18,050.0 lbs Vert.Component = Total= 17,300.0 lbs R.M= 128,539.6 *Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure caiculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt , • Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.077 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. • 19 of 39 Use menu item Settings>Printing&Title Block Title Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 W/O Seismic Follow up - #54 IIThis Wall in File: P:12019\19-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria 1 Soil Data I Retained Height = 15.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingjlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ,..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I end Bottom - Stem OK Stern OK Wall Stability Ratios Design Height Above Ftg ft= 4.50 0.00 Overturning 4.40 OK Wall Material Above"Ht" = Concrete Concrete _ Sliding 1.58 OK Design Method = LRFD LRFD Thickness = 12.00 12.00 Total Bearing Load = 17,150 lbs Rebar Size = # 6 # 7 ...resultant ecc. = 1.62 in Rebar Spacing = 12.00 6.00 Soil Pressure @Toe = 1,526 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure @ Heel = 1,333 psf OK 5,000 psf �/FB+fa/Fa = 0.663 0.733 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,136 psf Service Level Ibs= ACI Factored @ Heel = 1,866 psf Strength Level lbs= 3,354.3 6,681.8 Moment....Actual Footing Shear @ Toe = 24.0 psi OK Service Level ft#_ Footing Shear @ Heel = 14.7 psi OK Strength Level ft-#= 12,207.7 34,363.6 Allowable = 94.9 psi Sliding Calcs Moment Allowable ft-#= 18,415.0 46,858.5 Lateral Sliding Force = 5,063.7 lbs Shear Actual less 100%Passive Force= - 416.7 lbs Service Level psi= less 100%Friction Force = - 7,560.0 lbs Strength Level psi= 29.0 58.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 94.9 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 9.56 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight . Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 20 of 39 1 Use menu item Settings>Printing &Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 W/O Seismic Follow up - #54 This Wall in File: P:12019119-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2915 in2/ft (4/3)*As: 0.3887 in2/ft Min Stem T&S Reinf Area 3.024 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.8261 in2/ft (4/3)*As: 1.1015 in2/ft Min Stem T&S Reinf Area 1.296 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.8261 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.2 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 4.00 ft IQg Idol Heel Width = 8.00 Factored Pressure = 2,136 1,866 psf III Footing Width = 12.00 Mu': Upward = 16,848 46,995 ft-# Footing Thickness = 20.00 in Mu': Downward = 2,400 57,820 ft-# Mu: Design = 14,448 10,825 ft-# Key Width = 0.00 in Actual 1-Way Shear = 23.95 14.69 psi Key Depth = 0.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm. 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6©12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel:#4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Key: No key defined Min footing T&S reinf Area 5.18 in2 Min footing T&S reinf Area per foot 0.43 in2 tit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6©24.44 in I Use menu item Settings>Printing&Title Block 21 of 39 9Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 15'-0 W/O Seismic Follow up - #54 This Wall in File: P:12 0 1 911 9-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ etainPro(c)1967-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC _Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,861.1 5.56 27,006.2 Soil Over Heel = 11,550.0 8.50 98,175.0 Surcharge over Heel = 202.5 8.33 1,687.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 5,063.7 O.T.M. 28,694.1 Stem Weight(s) = 2,250.0 4.50 10,125.0 Earth @ Stem Transitions= = = Footing Weight = 3,000.0 6.00 18,000.0 Resisting/Overtuming Ratio = 4.40 Key Weight = Vertical Loads used for Soil Pressure= 17,150.0 lbs Vert.Component = Total= 16,800.0 lbs R.M.= 126,300.0 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. • [Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.053 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 22 of 39 Use menu item Settings> Printing&Title Block Title Page: 1 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'-0 W/Seismic Follow up - #54 This Wall in File: P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil Data I ._ Retained Height = 12.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcfI FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 1,080.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 7.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 6.70 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft I Load Type = Seismic(E) Axial Load Applied to Stem t (Strength Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 5,400.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 1,500.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction 0 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 5.00 0.00 Overturning = 3.60 OK Wall Material Above"Ht" = Concrete Concrete • Sliding = 1.87 OK Design Method = LRFD LRFD Thickness = 12.00 12.00 Total Bearing Load = 18,505 lbs Rebar Size = # 5 # 8 ...resultant ecc. = 12.37 in Rebar Spacing = 12.00 12.00 Soil Pressure @ Toe = 3,338 sf OK Rebar Placed at = Edge Edge P Design Data Soil Pressure @ Heel = 663 psf OK fb/FB+fa/Fa = 0.446 0.812 Allowable = 5,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,673 psf Service Level bs= ACI Factored @ Heel = 929 psf Strength Level Ibs= 2,630.2 5,417.5 Footing Shear @ Toe = 31.9 psi OK Moment....Level Footing Shear @ Heel = 0.7 psi OK Service Level ft-#= Allowable = 94.9 psi Strength Level ft-#= 6,201.0 25,736.7 Sliding Calcs Moment Allowable ft-#= 13,892.6 31,701.3 Lateral Sliding Force = 4,190.7 lbs Shear Actual less 100%Passive Force= - 416.7 lbs Service Level psi= less 100%Friction Force = - 7,399.1 lbs Strength Level psi= 21.5 47.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 94.9 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 10.19 9.50 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 4,000.0 ill Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 23 of 39 Use menu item Settings> Printing&Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'A WI Seismic Follow up - #54 his Wall in File: P:\2019119-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ etainPro(e)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1396 in2/ft (4/3)*As: 0.1862 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy:200(12)(10.1875)/60000: 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6229 in2/ft (4/3)*As: 0.8306 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6229 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.79 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths I Footing Design Results l Toe Width = 3.00 ft De }iggj Heel Width = 6.25 Factored Pressure = 4,673 929 psf 0 Total Footing Width = 9.25 Mu': Upward = 19,206 22,561 ft-# Footing Thickness = 20.00 in Mu': Downward = 2,070 27,066 ft# Mu: Design = 17,136 4,506 ft# Key Width = 0.00 in Actual 1-Way Shear = 31.88 0.66 psi Key Depth = 0.00 in Allow 1-Way Shear = 94.87 50.60 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 4.00 in2 Min footing T&S reinf Area per foot 0.43 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in S 24 of 39 Use menu item Settings>Printing&Title Block Title Page : 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'-0 W/Seismic Follow up - #54 This Wall in File: P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI318-11,ACI530-1 License To: FROELICH CONSULTING ENGINEERS,INC L Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,268.6 4.56 14,890.3 Soil Over Heel = 6,930.0 6.63 45,911.3 Surcharge over Heel = 166.1 6.83 1,134.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 756.0 8.87 6,703.2 Axial Dead Load on Stem= 5,400.0 3.50 18,900.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 1,500.0 3.50 5,250.0 = Soil Over Toe = Surcharge Over Toe = Total 4,190.7 O.T.M. 22,728.5 Stem Weight(s) = 1,800.0 3.50 6,300.0 Earth @ Stem Transitions= _ = Footing Weight = 2,312.5 4.63 10,695.3 Resisting/Overturning Ratio = 3.60 Key Weight = Vertical Loads used for Soil Pressure= 18,505.0 lbs Vert.Component = Total= 16,442.5 lbs R.M.= 81,806.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. LTilt I i Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.120 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. • 2 Use menu item Settings>Printing&Title Block Title Page: 1 of 39 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'-0 W/O Seismic Follow up -#54 This Wall in File: P:12019\19-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil Data I Retained Height = 12.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingtISoil Friction = 0.450 Soil height to ignore i. --,----- -- _for passive pressure = 0.00 in I i Surcharge Loads 1 Lateral Load Applied to Stem I [Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type = Seismic(E) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 (Strength Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 5,500.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,500.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 2nd Bottom - ' Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.50 0.00 Overturning = 4.61 OK Wall Material Above"Ht" = Concrete Concrete io Sliding = 2.27 OK Design Method = LRFD LRFD Thickness = 12.00 12.00 Total Bearing Load = 18,430 lbs Rebar Size = # 5 # 7 ...resultant ecc. = 10.63 in Rebar Spacing = 12.00 12.00 Soil Pressure Toe = 3,385psf OK Rebar Placed at = Edge Edge @ Design Data Soil Pressure @ Heel = 827 psf OK fb/FB+fa/Fa = 0.335 0.729 Allowable = 5,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,739 psf Service Level bs= ACI Factored @ Heel = 1,158 psf Strength Level Ibs= 1,765.9 4,337.5 Footing Shear @ Toe = 23.0 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 6.5 psi OK Strength Level ft-#= 4,653.4 17,960.7 Allowable = 94.9 psi Sliding Calcs Moment Allowable ft-#= 13,892.6 24,624.0 Lateral Sliding Force = 3,434.7 lbs Shear Actual less 100%Passive Force= - 416.7 lbs Service Level psi= less 100%Friction Force = - 7,387.9 lbs Strength Level psi= 14.4 37.8 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 94.9 94.9 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 10.19 9.56 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight illLive Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 26 of 39 Use menu item Settings>Printing &Title Block Title Page: 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'-0 W/O Seismic Follow up - #54 This Wall in File: P:12019119-T076(Dartmouth)\Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-1 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1048 in2lft (4/3)*As: 0.1397 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(10.1875)/60000: 0.4075 in2lft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2lft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4318 in2/ft (4/3)*As: 0.5757 in2/ft Min Stem T&S Reinf Area 1.296 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.4318 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 2.50 ft 142 Heel Heel Width = 6.25 Factored Pressure = 4,739 1,158 psf Total Footing Width = 8.75 Mu':: Upward = 13,745 25,833 ft-# • Footing Thickness = 20.00 in Mu' Downward = 1,438 27,066 ft-# Mu: Design = 12,307 1,233 ft-# Key Width = 0.00 in Actual 1-Way Shear = 23.01 6.53 psi Key Depth = 0.00 in Allow 1-Way Shear = 94.87 50.60 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 11.95 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 3.00 @ 8tm= 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 3.78 in2 Min footing T&S reinf Area per foot 0.43 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in 27 of 39 Use menu item Settings> Printing&Title Block Title Page: 3 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... Cantilevered:Axial 12'-0 W/O Seismic Follow up - #54 illikThis Wall in File:P:\2019119-T076(Dartmouth)1Engineering\Calculations\Foundations\Retaining Walls\ RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: FROELICH CONSULTING ENGINEERS,INC Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,268.6 4.56 14,890.3 Soil Over Heel = 6,930.0 6.13 42,446.3 Surcharge over Heel = 166.1 6.83 1,134.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 5,500.0 3.00 16,500.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 1,500.0 3.00 4,500.0 Soil Over Toe = Surcharge Over Toe = Total 3,434.7 O.T.M. 16,025.3 Stem Weight(s) = 1,800.0 3.00 5,400.0 Earth @ Stem Transitions= = = Footing Weight = 2,187.5 4.38 9,570.3 Resisting/Overturning Ratio = 4.61 Key Weight = Vertical Loads used for Soil Pressure= 18,430.0 lbs Vert.Component = Total= 16,417.5 lbs R.M= 73,916.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. • Tilt -I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.129 in The above calculation is not valid if the heel soil bearinc pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Name- Ram Lateral -North Building F.cpt27/I/Y20 Mesh Input: Standard Plan Follow up - #55 Mesh Input: Beams; Beam Priorities; Slab Areas; Slab Area Priorities; Slab Openings; Slab Opening Priorities; Point Supports; Point; Scale= 1:325 -- #5 #11 #20 #26 #31 #35 #39 #4 #12 #15 #25 #30 #34 #38 #3 #8 #19 #24 #29 #37 Priority=20 Priority=1 Priority=20 Priority=20 #2 #7 #18 #23 #36 #6 #10 Priority=1 #13 #17 #22 #28 #33 #41 #1 #9 #14 #16 #21 #27 #32 #40 • • Mesh Input: Standard Plan- 1 29 of 39 Project Name: Interior- 15 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date:05/11/2020 *Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 600S162-33 (33 ksi)Single C Stud IT Maxo= 950.6 Ft-Lb Va= 638.1 lb I= 1.79 inA4 Loads have not been modified for strength checks N. Loads have not been modified for deflection calculations Bridging Connectors -Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.93 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 11.8% Stressed @R1 15.00 10.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • 1 Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 75 0 By Others&Anchorage Designed by Engineer NA NA R1 75 300 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 281.2 0.296 281.2 48.0 919.7 0.306 0.215 L/836 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 180.0 788.8 0.357 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 83 0.0 180.0 2363.2(c) 0.13 0.48 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 11 30 of 39 Project Name: Interior-20 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date:05/11/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 40 Section : 600S162-43(33 ksi)Single C Stud Maxo= 1390.0 Ft-Lb Va= 1415.7 lb I = 2.32 inA4 ♦I Loads have not been modified for strength checks N• Loads have not been modified for deflection calculations Bridging Connectors -Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.74 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 8.1% Stressed @R2 20.00 10.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No lk 410 Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 100 0 By Others&Anchorage Designed by Engineer NA NA R1 100 300 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 500.0 0.360 500.0 48.0 1219.5 0.410 0.527 L/455 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 1205.1 0.415 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 105 0.0 240.0 2768.6(c) 0.11 0.52 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 31 of 39 Project Name: Interior-25 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date: 05/11/2020 *Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 600S162-54 (50 ksi)Single C Stud 1 Maxo= 2527.1 Ft-Lb Va= 2822.9 lb I= 2.86 inA4 Loads have not been modified for strength checks rTAS Loads have not been modified for deflection calculations Bridging Connectors -Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.79 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 4.5% Stressed @R1 25.00 7.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • t Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 87.5 0 By Others&Anchorage Designed by Engineer NA NA R1 87.5 300 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 546.9 0.216 546.9 48.0 2078.4 0.263 0.729 L/411 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 300.0 2158.3 0.253 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) PIPa Value *Span 300.0(c) 48.0 48.0 132 0.0 300.0 2908.3(c) 0.10 0.37 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 32 of 39 Project Name: Exterior- 11 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date: 05/11/2020 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 600S162-54 (50 ksi)Single C Stud I Maxo= 2527.1 Ft-Lb Va= 2822.9 lb I= 2.86 inA4 Loads have not been modified for strength checks N• Loads have not been modified for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Max) 0.67 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 13.3% Stressed ©R1 11.00 47.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No p ` i I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 258.5 0 By Others&Anchorage Designed by Engineer NA NA R1 258.5 390 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 710.9 0.281 710.9 48.0 2084.1 0.341 0.183 L/719 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 132.0 2158.3 0.329 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 390.0(c) 48.0 48.0 84 0.0 132.0 5726.8(c) 0.07 0.41 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 33 of 39 Project Name: Exterior-20 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date:05/11/2020 *Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 Section : 800S162-54 (50 ksi)Single C Stud Maxo= 3065.9 Ft-Lb Va= 2091.3 lb I= 5.60 inA4 I♦ Loads have not been modified for strength checks [7:111 Loads have not been modified for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.89 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 18.2% Stressed @R1 20.00 38.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • I Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 380 0 By Others&Anchorage Designed by Engineer NA NA R1 380 300 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1900.0 0.620 1900.0 60.0 2407.0 0.789 0.828 L/290 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 2734.3 0.695 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value *Span 300.0(c) 60.0 60.0 111 0.0 240.0 4214.4(c) 0.07 0.86 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 34 of 39 Project Name: Interior-25 ft Follow up - #58 Page 1 of 1 Model: Beam/Stud—1 Date: 05/11/2020 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.2.0.5 40 Section : 600S162-54(50 ksi)Single C Stud I Maxo= 2527.1 Ft-Lb Va= 2822.9 lb I= 2.86 in^4 Loads have not been modified for strength checks N• Loads have not been modified for deflection calculations Bridging Connectors -Design Method =AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.79 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 4.5% Stressed @R1 25.00 7.00 lb/ft Bending and Shear(Stiffened): NA Web Stiffeners Required?: No E Il i 1 Simpson Strong-Tie®Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 87.5 0 By Others&Anchorage Designed by Engineer NA NA R1 87.5 300 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 546.9 0.216 546.9 48.0 2078.4 0.263 0.729 L/411 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 300.0 2158.3 0.253 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 300.0(c) 48.0 48.0 132 0.0 300.0 2908.3(c) 0.10 0.37 • 1 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 35 of 39 Use menu item Settings> Printing&Title Block Title • Page: 1 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... 48/S504 - SE Site Retaining Wall This Wall in File:P:12 01 911 9-T076(Dartmouth)\Engineering\Calculations\Walls\retaining walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACl 530-13 License To: FROELICH CONSULTING ENGINEERS,INC Criteria I Soil Data I No:;::„„.:,.... Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load pp 1 (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.79 OK Wall Material Above"Ht" = Concrete Sliding = 1.51 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 2,538 lbs Rebar Size = # 4 ...resultant ecc. = 5.58 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,180 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 173 psf OK fb/FBAllowable = 2,500 psf F Total Force 0.370 Soil Pressure Less Than Allowable Total@ Section ACI Factored @ Toe = 1,652 psf Service Level lbs= ACI Factored @ Heel = 242 psf Strength Level lbs= 1,008.0 Footing Shear @ Toe = 3.2 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 5.9 psi OK Strength Level ft = 2,016.0 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 5,448.0 Lateral Sliding Force = 857.5 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,141.9 lbs Strength Level psi= 13.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight iiLive Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 36 of 39 Use menu item Settings>Printing&Title Block Title • Page : 2 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... 48/S504 - SE Site Retaining Wall This Wall in File:P:\2019\19-T076(Dartmouth)\Engineering\Calculations\Walls\retaining walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-1 0 License To: FROELICH CONSULTING ENGINEERS,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0755 in2/ft (4/3)*As: 0.1007 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in [Footing Dimensions &Strengths 1 I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = _ 2.75 Factored Pressure = 1,652 242 psf Total Footing Width = 3.75 Mu': Upward = 763 1,093 ft-# Footing Thickness = 12.00 in Mu': Downward = 123 2,109 ft-# Mu: Design = 640 1,017 ft-# Key Width = 0.00 in Actual 1-Way Shear = 3.23 5.87 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd: Mu<phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined • Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,375.0 2.71 3,724.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.50 Surcharge Over Toe = Total 857.5 O.T.M. 2,000.8 Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions= _ = Footing Weight = 562.5 1.88 1,054.7 Resisting/Overturning Ratio = 2.79 Key Weight = Vertical Loads used for Soil Pressure= 2,537.5 lbs Vert.Component = Total= 2,537.5 lbs R.M.= 5,578.6 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Page 337 of 39 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... 48/S504 - SE Site Retaining Wall This Wall in File: P:12019119-T076(Dartmouth)\Engineering\Calculations\Wallslretaining walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License: KW-06056142 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: FROELICH CONSULTING ENGINEERS,INC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.052 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. • • 38 of 39 Use menu item Settings>Printing&Title Block Title • Page: 4 to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... 48/S504 - SE Site Retaining Wall This Wall in File: P:12 0 1 911 9-T076(Dartmouth)\Engineering\Calculations\Walls\retaining walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-1 01 License To: FROELICH CONSULTING ENGINEERS,INC SITE WALL AT METAL STAIRS • f • 6'-0" • • ,�•• • T S 6„ 1'-0" ' 0„ , 0,. 3'-9" • 39 of 39 Use menu item Settings>Printing&Title Block Title Page: 5 • to set these five lines of information Job#: Dsgnr: Date: 11 MAY 2020 for your program. Description.... 48/S504 - SE Site Retaining Wall ipThis Wall in File: P:12019\19_T076(Dartmouth)\Engineering\Calculations\Walls\retaining walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056142 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: FROELICH CONSULTING ENGINEERS, INC • Pp= 156.25 / 858# 4- 4- G7 (0 d Q CO O s— ry Q cr7 op It 40