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HomeMy WebLinkAboutCA_STRUCTURAL_CALCS_210318_V2 PROJECT NAME City, State Structural Calculations Month Year CEI Project #160134 4TH DIMENSION MIXED-USE Renton, WA Supplemental Structural Calculations February 2021 CEI Project #180948 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DESIGN CRITERIA DESIGN CRITERIA SC1 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Criteria:4TH DIMENSION MIXED USE Proj. No.:180948 Proj. Engr(s):BW Rev. Date: Reviewed By: BW Date:1/18/2020 Description: Code:2015 International Building Code with City of Renton Amendments ASCE 7 2010 Edition ACI 318 2014 Edition AISC 341 & 360 2010 Editions NDS 2015 Edition SPDWS 2015 Edition Risk Category II (IBC Table 1604.5) Fire Code:Type V-A (I-1, condition 2 occupancy) Required separation between I-1 levels must be 1-hour per IBC Table 601 Type V-A over Type I-A, (I-1, condition 2 occupancy over A-1/A-2) IBC Table 721.1(1) & Table 722.2.3(2) Required PT cover =2 3/8" @ ext. spans 1" @ int. spans Type I-A (I-1, condition 2 over S-2 occupancy) Required separation between I-1 and S-2 levels must be 2-hour per IBC Table 601 IBC Table 721.1(1) & Table 722.2.3(2) Required PT cover =1 3/4" @ ext. spans 3/4" @ int. spans Wind:2015 IBC, Vult = 110 mph, Exposure B Kzt =1.00 IW =1.00 Interior Areas = 5 psf The project consists of the structural engineering services for a mixed used project the consits of 14,714 square feet of parking, 6,165 square feet of commercial space and 24 apartments located at 4502 NE 4th ST, Renton, WA. The building consists of 3 levels of wood framed construction over 2 levels of concrete construction. Required separation between I-1 and A-1/A-2 levels must be 3-hour to consider separate and distinct buildings per IBC Section 510.2 Page 1 of 4 Print Date: 2/26/2021 SC2 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Criteria:4TH DIMENSION MIXED USE Seismic:2015 IBC, Seismic Design Category D IE =1.00 Ss = 1.399 S1 = 0.525 SDS =0.933 SD1 =0.525 Site Class = D Wood R 6.5 W0 2.5 Cd 4.0 Concrete:f'c (Columns) = 5 ksi f'c (Shear Walls) = 5 ksi f'c (Post- Tensioned Slabs) = 5 ksi Reinforcing:ASTM A615 GR 60 Typical ASTM A706 vertical reinforcing in columns/shear walls, Soils: Allowable Bearing Pressure = 2000 psf (competent native soils) (1/3 increase permitted for wind and seismic loads) Footing depth min= 18 inches Friction coefficient = 0.35 (includes 1.5 factor of safety) Static Passive Earth Pressure = 350 pcf (includes 1.5 factor of safety) Active earth pressure = 35 pcf At-rest earth pressure = 40 pcf Seismic surcharge = 8H (psf) Seismic Site Class = D Roof Loadings Live Load Snow (Drift Loading Not Applicable)25 Roof Live Load 20 psf Balconies/Decks 60 psf psf (includes I s = 1.0) Based on Soils Report g-4661 by Geo Group Northwest, Inc., dated May 14, 2018 5.0 Masonry 5.0 2.0 3.5 Concrete 5.0 2.5 Page 2 of 4 Print Date: 2/9/2021 SC3 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Criteria:4TH DIMENSION MIXED USE Dead Load (Wood Framing) Typical Wood Flat Roof Roofing --Liquid Applied Membrane 2.0 psf Insulation - R38 Batt 1.5 psf 5/8" Plywood 2.0 psf 11 7/8" TJI Roof Joists @ 24" OC 3.5 psf Ceiling: (2) Layers 5/8" Gyp 5.6 psf Future PV panel 5.0 psf Misc.2.0 psf 22 psf (additional 9 psf seismic for wood walls below) Floor Loadings Live Load (Reducible UNO) Residential 40 psf Lobbies and Corridors 100 psf (non-reducible) Stairs 100 psf (non-reducible) Offices 50 psf Parking Garage 40 psf (non-reducible) Mechanical/Electrical Room 125 psf (non-reducible) Dead Load (Wood Framing) Typical Wood Floor Floor Finish Allowance 2.0 psf 1" Gypcrete Topping (115 pcf) 9.6 psf 3/4" Plywood Floor 2.5 psf 11 7/8" TJI Floor Joists @ 16" OC 3.5 psf Insulation - R38 Batt 0.5 psf Ceiling: (2) Layers 5/8" Gyp 5.5 psf Mech & Sprinklers 2.0 psf Misc.1.5 psf 27 psf (additional 17 psf seismic for wood walls) Deck/Balcony w/ Pavers Pavers: 2" NW Conc 25.0 psf Rigid Insulation 6.0 psf Drainage Mat and Protection Board 2.0 psf Roofing --Liquid Applied Membrane 2.0 psf 3/4" Plywood Floor 2.5 psf 2x10 Floor Joists @ 16" OC 2.6 psf Insulation - R38 Batt 0.5 psf Ceiling: (1) Layers 5/8" Gyp 5.5 psf Mech & Sprinklers 2.0 psf Misc.1.5 psf 50 psf (no additional seismic load for wood walls) Page 3 of 4 Print Date: 2/9/2021 SC4 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Criteria:4TH DIMENSION MIXED USE Superimposed Dead Load (PT Slab) Podium Slab (not including slab weight) Wood Structure (Level 3 & Above) 119.0 psf Wood Walls 8.0 psf Floor Finish Allowance 3.0 psf Ceiling: 1-5/8" Metal Track + 5/8" Gyp Board 3.3 psf Sprinklers & Misc. 5.0 psf 138 psf (additional 5 psf seismic for partition walls below) Courtyard Assembly Area (not including slab weight) Pavers: 2" NW Conc 25.0 psf Rigid Insulation 6.0 psf Drainage Mat and Protection Board 2.0 psf Roofing --Liquid Applied Membrane 2.0 psf Ceiling: 1-5/8" Metal Track + 5/8" Gyp Board 3.3 psf Sprinklers & Misc. 5.0 psf 43 psf (additional 5 psf seismic for partition walls below) Typical Retail Slab (not including slab weight) Interior Light-Framed Partitions 10.0 psf Floor Finish Allowance 3.0 psf Ceiling: 6" Batt Insulation 0.5 psf Sprinklers & Misc. 5.0 psf 19 psf Typical Parking Slab (not including slab weight) Floor Finish Allowance 2.0 psf Ceiling: 6" Batt Insulation 0.5 psf Sprinklers & Misc. 5.0 psf 8 psf Wall Weights (surface area) Interior Wood Walls 10 psf (surface area) Exterior Wood Walls - Stucco 15 psf (surface area) CMU walls 58 psf (surface area) Page 4 of 4 Print Date: 2/9/2021 SC5 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION WIND LOAD CRITERIA - MWFRS PRESSURE COEFFICIENTS TRANSVERSE DIRECTION (1) WINDWARD WALL GCpf = (2) WINDWARD ROOF GCpf = (3) LEEWARD ROOF GCpf = (4) LEEWARD WALL GCpf = (1E) WINDWARD WALL, EDGE GCpf = (2E) WINDWARD ROOF, EDGE GCpf = VELOCITY PRESSURES (3E) LEEWARD ROOF, EDGE GCpf = RISK CATEGORY (4E) LEEWARD WALL, EDGE GCpf = BASIC WIND SPEED V = MPH LONGITUDINAL DIRECTION DIRECTIONALITY FACTOR Kd = (1&4) SIDE WALLS GCpf = TOPOGRAPHIC FACTOR Kzt = (2) WINDWARD ROOF GCpf = EXPOSURE CATEGORY (3) LEEWARD ROOF GCpf = (5) WINDWARD WALL GCpf = (6) LEEWARD WALL GCpf = (1E&4E) SIDE WALLS, EDGE GCpf = (2E) WINDWARD ROOF, EDGE GCpf = (3E) LEEWARD ROOF, EDGE GCpf = (5E) WINDWARD WALL, EDGE GCpf = (6E) LEEWARD WALL, EDGE GCpf = DESIGN PRESSURES TRANSVERSE BLDG SURFACE (1) WINDWARD WALL (2) WINDWARD ROOF (3) LEEWARD ROOF *MEAN ROOF HEIGHT, h (FT)(4) LEEWARD WALL **EVE HEIGHT, he (FT)(1E) WINDWARD WALL, EDGE (2E) WINDWARD ROOF, EDGE ENCLOSURE CLASSIFICATION (3E) LEEWARD ROOF, EDGE ENCLOSURE CLASSIFICATION (4E) LEEWARD WALL, EDGE INTERNAL PRESSURE COEFF. GCpi = +/-NET WINDWARD + LEEWARD WALL NET WINDWARD + LEEWARD, EDGE GEOMETRY ROOF SLOPE θ = DEG PLAN DIM., PARALLEL TO WIND L = FT LONGITUDINAL BLDG SURFACE PLAN DIM., NORMAL TO WIND B = FT (1&4) SIDE WALLS WIDTH OF PRESS. COEFF. ZONE a = FT (2) WINDWARD ROOF EDGE ZONE WIDTH 2a = FT (3) LEEWARD ROOF TORSIONAL ZONE WIDTH B/2 = FT (5) WINDWARD WALL (6) LEEWARD WALL (1E&4E) SIDE WALLS, EDGE (2E) WINDWARD ROOF, EDGE (3E) LEEWARD ROOF, EDGE (5E) WINDWARD WALL, EDGE (6E) LEEWARD WALL, EDGE NET WINDWARD + LEEWARD WALL NET WINDWARD + LEEWARD, EDGE project by sheet no. location date client check job no. topic date RENTON, WA 9.43 17.33 -13.38 -5.48 15.13 15.13 22.81 -2.41 -14.48 -15.57 -19.08 -7.68 4TH DIMENSION 9.43 -27.42 -15.57 +GCpi #REF! 2/26/2021#REF! MWFRS -13.38 15.13 22.81 -5.48 15.13 22.81 -1.07 -2.41-10.31 -4.17-12.06 -0.53 -0.43 -0.45 0.61 -0.43 0.40 ENCLOSED -11.19 -0.69 -0.37 -0.29 -GCpi 12.72 -0.53 0.61 WIND LOAD CALCULATIONS ARE IN ACCORDANCE WITH THE 2015 IBC AND ASCE 7-10 AS ADOPTED BY THE CITY OF RENTON. ANALYSIS PROCEDURE IS CHAPTER 28 ENVELOPE PROCEDURE - LOW RISE BUILDINGS (H<60FT). II PRESSURE COEFFICIENT, Kz VELOCITY PRESSURE, Qz (PSF)HEIGHT, Z (FT) 110 0.85 1.00 B 18.45 15 20 25 0 0.70 0.70 18.45 0.70 18.45 0.70 0.85 18.45 60 20.03 0.81 21.3450 22.49 30 0.70 18.45 21.93 8.4 TRANSVERSE DESIGN PRESSURES, p (PSF) 21.0 -13.82 -5.92 -19.08 0.18 *48 0.80 4.2 21.10 2.39 201.00 42.00 40 0.76 **55 0.83 -0.69 -0.37 0.40 -0.29 -0.48 -1.07 +GCpi 4.83 -6.58 -27.42 -19.52 17.33 LONGITUDINAL DESIGN PRESSURES, p (PSF) -12.06 -19.52 -7.68 22.81 BJW 180948 -GCpi -11.19 -4.17 12.724.83 -10.31 SC6 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION WIND LOAD CRITERIA - COMPONENTS & CLADDING COMPONENTS & CLADDING DESCRIPTION PRESSURE COEFFICIENTS ENCLOSURE CLASSIFICATION INTERNAL PRESSURE COEFF. GCpi = +/- VELOCITY PRESSURES ROOF TYPE [30.4-2A] GABLE, θ<7° RISK CATEGORY ROOF OVERHANG?OVERHANG PRESENT BASIC WIND SPEED V = MPH DIRECTIONALITY FACTOR Kd = (1) ROOF FIELD +GCp = TOPOGRAPHIC FACTOR Kzt = (1) ROOF FIELD -GCp = EXPOSURE CATEGORY (1) ROOF FIELD, OVERHANG GCp = (2) ROOF EDGE +GCp = (2) ROOF EDGE -GCp = (2) ROOF EDGE, OVERHANG GCp = (3) ROOF CORNER +GCp = (3) ROOF CORNER -GCp = (3) ROOF CORNER, OVERHANG GCp = (4) WALL FIELD +GCp = (4) WALL FIELD -GCp = (5) WALL EDGE +GCp = (5) WALL EDGE -GCp = DESIGN PRESSURES ROOF SLOPE θ =DEG BUILDING WIDTH W = FT *MEAN ROOF HEIGHT, h (FT) WIDTH OF PRESS. COEFF. ZONE a = FT **EVE HEIGHT, he (FT) (1) ROOF FIELD (1) ROOF FIELD, OVERHANG (2) ROOF EDGE (2) ROOF EDGE, OVERHANG (3) ROOF CORNER (3) ROOF CORNER, OVERHANG (4) WALL FIELD (5) WALL EDGE project by sheet no. location date client check job no. topic date #REF! COMPONENTS & CLADDING 180948 23.7 -31.6 #REF! 4TH DIMENSION BJW RENTON, WA 2/26/2021 16.0 -65.4 -65.4 23.7 -25.7 -41.2 16.0 -43.4 -41.2 4.2 BUILDING SURFACE MAX. POSITIVE DESIGN PRESSURES, p (PSF) MAX. NEGATIVE DESIGN PRESSURES, p (PSF) 16.0 -25.9 *48 0.80 21.10 2.39 **55 0.83 21.93 42 50 0.81 21.34 60 0.85 22.49 30 0.70 18.45 0.90 40 0.76 20.03 -1.26 20 0.70 18.45 0.90 25 0.70 18.45 -0.99 0 0.70 18.45 -2.80 15 0.70 18.45 -2.80 0.30 -1.80 HEIGHT, Z (FT)PRESSURE COEFFICIENT, Kz VELOCITY PRESSURE, Qz (PSF) -1.70 0.30 0.85 0.30 1.00 -1.00 B -1.70 WIND LOAD CALCULATIONS ARE IN ACCORDANCE WITH THE 2015 IBC AND ASCE 7-10 AS ADOPTED BY THE CITY OF RENTON. ANALYSIS PROCEDURE IS CHAPTER 30, PART 1 LOW RISE BUILDINGS W/ H < 60FT. MOST CONSERVATIVE C&C PRESSURE WITH MINIMUM EFFECTIVE WIND AREA < 10 S.F. ENCLOSED 0.18 II 110 SC7 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION UPROOF DECKELEV.1A4.2ABCDEFGHI12345BALCONY1A4.42A4.14A4.21A4.15A4.2JBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYREFPUNIT 1UNIT 2UNIT 3UNIT 4(H/C)UNIT 5UNIT 6UNIT 7UNIT 8CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.REFDWDWPREFPREFPREFPPREFPREFPREFDWDWDWDWDWDWDWCL.7' - 6"34' - 6"19' - 2"9' - 4"2A4.224' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"8' - 8"19' - 3"32' - 7"4' - 4"11' - 8"24' - 8"23' - 4"12' - 4"12' - 4"11' - 8"11' - 8"12' - 4"12' - 4"11' - 8"11' - 8"12' - 4"12' - 4"11' - 8"A2.511' - 4"2' - 10"9' - 2"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"12' - 0"8' - 8"4"A2.5290' - 1"16' - 11"94' - 0"5' - 11"1' - 8"7' - 7"9' - 4"4' - 4"3' - 0"CL.CL.CL.CL.CL.CL.CL.4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"107' - 0"93' - 8"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"136.00 SFLIVING - 11C71.03 SFDINING - 11B128.59 SFKITCHEN - 11A161.67 SFM. BED. -11G47.38 SFM. BATH-11F35.42 SFBATH 1-11E108.48 SFBEDRM. 2-11DCL.CL.CL.A2.612A4.4CONDENSER64.13 SFRES. ELEV. LOBBY104C2A5.172"x18"x24" PVC/FIBERGLASS PLANTER, TYP.24"x24"x24" PVC/FIBERGLASS PLANTER, TYP.FURNITURE, TYP.FURNITURE, TYP."URBAN CHIC" CONTEMPORARY PLANTERS:0101010101010101BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBCCEEDDDD10030303020705CCCCCCDDDD06907040303020705069070403030302070506907040304060490303030207050690704030303020705069070403030302070506907040303030207050690704CCCCCCCC0302080310108.48 SFBEDRM. 2-22D35.42 SFBATH 1-22E52.00 SFM. BATH-22F166.40 SFM. BED. - 22GCL.138.00 SFLIVING - 22C71.91 SFDINING - 22B128.59 SFKITCHEN - 22A128.59 SFKITCHEN - 33A71.92 SFDINING - 33B138.00 SFLIVING - 33C164.50 SFM. BED. -33G50.96 SFM. BATH-33F35.42 SFBATH 1-33E108.48 SFBEDRM. 2-33D120.08 SFBEDRM. 2-44D60.28 SFBATH 1-44F143.75 SFM. BED. - 44G138.00 SFLIVING - 44C71.09 SFDINING - 44B140.36 SFKITCHEN - 44A138.00 SFLIVING - 55C71.91 SFDINING - 55B128.59 SFKITCHEN - 55A108.48 SFBEDRM. 2-55D35.42 SFBATH 1-55E50.96 SFM. BATH-55F164.50 SFM. BED. - 55G35.42 SFBATH 1-66E108.48 SFBEDRM. 2-66D128.59 SFKITCHEN - 66A71.92 SFDINING - 66B138.00 SFLIVING - 66C164.50 SFM. BED. - 66G50.96 SFM. BATH-66F138.00 SFLIVING - 17C71.92 SFDINING - 77B128.59 SFKITCHEN - 77A108.48 SFBEDRM. 2-77D35.42 SFBATH 1-77E50.96 SFM. BATH-77F164.50 SFM. BED. - 77G108.48 SFBEDRM. 2-88D131.03 SFKITCHEN - 88A72.12 SFDINING - 88B138.00 SFLIVING - 88C164.50 SFM. BED. - 88G50.96 SFM. BATH-88F35.42 SFBATH 1-88EUSPS APPROVED RESIDENCE MAILBOXES8' - 8"2' - 0"32.39 SFHALL1H32.39 SFHALL2H32.39 SFHALL3H56.80 SFHALL4H32.39 SFHALL5H32.39 SFHALL6H32.39 SFHALL7H32.39 SFHALL8H1A4.52A4.5LIN.OPT. LAYOUTW/D8IW/D7IW/D6IW/D3IW/D2IW/D1IW/D5IW/D4I17' - 11"8' - 6"3' - 6"6' - 7"10156AAAAAAAAAAAAAAAAEEGGFF3' - 6"12' - 10"3' - 9"3' - 6"3' - 6"RES. STAIR 1106CRES. STAIR 2107C3' - 9"WALL LEGEND6" EXTERIOR STUDWALL -2X6@16"OC W/SIDING O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-21 BATTS BTWN, U.N.O.4" INTERIOR STUDWALL -2X4@16"OC W/ 5/8" GYP. BD. EA. SIDE AND SOUND BATT INSUL. BTWN. USE 2X6 WHERE NEC. FOR PLUMBING U.N.O.8" CONCRETE WALL U.N.O.8" CMU -2-HR. PARTY WALL. 6" EXTERIOR STUDWALL -2X6@16"OC -1 HR. FIRE RATED ; EXTEND 4'-0" BEYOND PARTY WALL, TYP.6" EXTERIOR STUDWALL -2X6@16"OC W/MTL. SIDING O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-21 BATTS BTWN, U.N.O.DRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM2/6/2020 7:01:46 AMEMCA2.34502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USENOT FOR CONSTRUCTIONNORTH1/8" = 1'-0"1LEVEL 2LEVEL 2 BUILDING AREAS (GROSS)APT. = 886 SF +70 SF BALCONY= 956 SF x 8 =7,648 SFROOF DECK/WALKWAY4,096 SFELEV./STAIRS/MECH./MACH. 488 SFTOTAL AREA 12,232 SFEDITResidentialSDL = 23 psfLL = 40 psfCourtyardSDL = 43 psfLL = 100 psf NR40'-5"28'-6"966 sfDC9SC819 psfRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 3A4.2ELEV.BALCONY CORRIDOR123452A4.14A4.21A4.174.82 SFRES. ELEV. LOBBY104D5A4.210' - 6"8' - 8"9' - 4"BALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYLEVEL 3 BUILDING AREAS (GROSS)APT. = 886 SF +70 SF BALCONY= 956 SF x 8 =7,648 SFBALCONY CORRIDOR1,623 SFELEV./STAIRS/MECH./MACH. 488 SFTOTAL AREA 9,759 SF14' - 6"25' - 6"10' - 6"18' - 3"88' - 9"6' - 0"34' - 0"11' - 8"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"11' - 8"9' - 0"5' - 11"7' - 7"9' - 4"4' - 0"7' - 8"10' - 4"4"4"50' - 6"93' - 8"REFPUNIT 9UNIT 10UNIT 11UNIT 12UNIT 13UNIT 14UNIT 15UNIT 16CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.REFDWDWPREFPREFPREFPPREFPREFPREFDWDWDWDWDWDWDWCL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"2A4.419' - 3"4' - 9"BALCONY BRIDGE01AA01AA01AA01AA01AA01AA01AA01AAEEDDDDEEDDBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBCC10DDDD030303020705907040303030207050690704030303020705069070403030302070506907040303030207050690704030303020705069070403030302070506907040303030207050690704CCCCCCCCCCCCCC104' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"136.00 SFLIVING - 99C73.01 SFDINING - 99B129.38 SFKICHEN - 99A108.48 SFBEDRM. 2-99D35.42 SFBATH 1-99E47.38 SFM. BATH-99F161.67 SFM. BED. - 99G164.50 SFM. BED.-1010G35.42 SFBATH 1-1010E108.48 SFBEDRM. 2-1010D73.89 SFDINING-1010B138.00 SFLIVING - 1010C129.38 SFKITCHEN-1010A138.00 SFLIVING-1111C73.90 SFDINING 1111B164.50 SFM. BED.-1111G50.96 SFM. BATH-1111F35.42 SFBATH 1-1111E108.48 SFBEDRM. 2-1111D108.48 SFBEDRM. 2-1212D35.42 SFBATH 1-1212E50.96 SFM. BATH-1212F164.50 SFM. BED.-1212G138.00 SFLIVING - 1212C73.90 SFDINING-1212B129.38 SFKITCHEN 1212A138.00 SFLIVING - 1313C73.90 SFDINING-1313B129.38 SFKITCHEN 1313A108.48 SFBEDRM. 2-1313D35.42 SFBATH 1-1313E50.96 SFM. BATH-1313F164.50 SFM. BED.-1313G164.50 SFM. BED.-1414G50.96 SFM. BATH-1414F35.42 SFBATH 1-1414E108.48 SFBEDRM. 2-1414D129.38 SFKITCHEN-1414A73.90 SFDINING-1414B138.00 SFLIVING-1414C138.00 SFRoom15C73.90 SFDINING-1515B129.38 SFKITCHEN-1515A108.48 SFBEDRM. 2-1515D35.42 SFBATH 1-1515E50.96 SFM. BATH-1515F164.50 SFM. BED.-1515G164.50 SFM. BED.-1616G50.96 SFM. BATH-1616F35.42 SFBATH 1-1616E108.48 SFBEDRM. 2-1616D50.96 SFM. BATH-1010F129.38 SFKITCHEN-1111A74.10 SFDINING-1616B131.84 SFKITCHEN-1616A138.00 SFLIVING-1616C30.14 SFHALL9H30.14 SFHALL10F30.14 SFHALL11H30.14 SFHALL12H30.14 SFHALL13H30.14 SFHALL14H30.14 SFHALL15H30.14 SFHALL16H1A4.5W/D9IW/D10IW/D11IW/D12IW/D13IW/D14IW/D15IW/D16I102' - 6"9' - 10"8' - 6"3' - 6"6' - 7"3' - 6"3' - 6"3' - 6"5' - 9"3' - 8"DD06AAAAAAAAAAAAAAAAEEEEGGGGFFRES. STAIR 1106DRES. STAIR 2107D1A4.2ABCDEFGHI123452A4.11A4.174.82 SFRES. ELEV. LOBBY104E5A4.2JELEV.BALCONY CORRIDORBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYLEVEL 4 BUILDING AREAS (GROSS)APT. = 886 SF +70 SF BALCONY= 956 SF x 8 =7,648 SFBALCONY CORRIDOR1,623 SFELEV./STAIRS/MECH./MACH. 488 SFTOTAL AREA 9,759 SF40' - 0"19' - 2"9' - 4"9' - 0"11' - 8"12' - 4"12' - 4"11' - 8"11' - 8"12' - 4"12' - 4"11' - 8"11' - 8"12' - 4"12' - 4"23' - 4"2A4.224' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"8' - 8"14' - 6"25' - 6"10' - 6"11' - 8"12' - 4"50' - 6"200' - 8"4"4"6' - 6"12' - 8"4' - 0"7' - 7"9' - 4"18' - 7"88' - 5"93' - 8"11' - 8"18' - 1"16' - 11"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"REFPUNIT 17UNIT 18UNIT 19UNIT 20UNIT 21UNIT 22UNIT 23UNIT 24CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.REFDWDWPREFPREFPREFPPREFPREFPREFDWDWDWDWDWDWDWCL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.2A4.4AA01AA01AA01AA01AA01AA01AA01AAEEDDDDBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBCC10DDDD03030302070590704030303020705069070403030302070506907040303030207050690704030303020705069070403030302070506907040303030207050690704030303020705069070401CCCCCCCCCCCCCC104' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"136.00 SFLIVING-1717C71.03 SFDINING-1717B128.59 SFKITCHEN-1717A108.48 SFBEDRM. 2-1717D35.42 SFBATH 1-1717E47.38 SFM. BATH-1717F161.67 SFM. BED.-1717G164.50 SFM.BED.-1818G50.96 SFM. BATH-1818F35.42 SFBATH 1-1818E108.48 SFBEDRM. 2-1818D128.59 SFKITCHEN-1818A71.91 SFDINING-1818B138.00 SFLIVING-1818C138.00 SFLIVING-1919C71.92 SFDINING-1919B128.59 SFKITCHEN-1919A108.48 SFBEDRM. 2-1919D35.42 SFBATH 1-1919E50.96 SFM. BATH-1919F164.50 SFM. BED.-1919G164.50 SFM. BED.-2020G50.96 SFM. BATH-2020F35.42 SFBATH 1-2020E108.48 SFBEDRM. 2-2020D128.59 SFKITCHEN-2020A71.92 SFDINING-2020B138.00 SFLIVING-2020C138.00 SFLIVING-2121C71.92 SFDINING-2121B128.59 SFKITCHEN-2121A108.48 SFBEDRM. 2-2121D35.42 SFBATH 1-2121E50.96 SFM. BATH-2121F164.50 SFM. BED.-2121G164.50 SFM. BED.-2222G50.96 SFM. BATH-2222F35.42 SFBATH 1-2222E108.48 SFBEDRM. 2-2222D128.59 SFKITCHEN-2222A71.92 SFDINING-2222B138.00 SFLIVING-2222C138.00 SFLIVING-2323C71.92 SFDINING-2323B128.59 SFKITCHEN-2323A108.48 SFBEDRM. 2-2323D35.42 SFBATH 1-2323E50.96 SFM. BATH -2323F164.50 SFM. BED.-2323G164.50 SFM. BED.-2424G50.96 SFM. BATH-2424F35.42 SFBATH 1-2424E108.48 SFBEDRM. 2-2424D131.03 SFKITCHEN-2424A72.12 SFDINING-2424B138.00 SFLIVING-2424C32.39 SFHALL17H32.39 SFHALL18H32.39 SFHALL19H32.39 SFHALL20H32.39 SFHALL21H32.39 SFHALL22H32.39 SFHALL23H32.39 SFHALL24H2' - 6"9' - 10"3' - 6"3' - 6"1A4.52A4.5W/D17IW/D18IW/D19IW/D20IW/D21IW/D22IW/D23IW/D24I5' - 6"8' - 6"3' - 6"6' - 7"12' - 10"3' - 6"5' - 9"3' - 8"06EEGGFF10RES. STAIR 1106ERES. STAIR 2107EDRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM2/6/2020 7:01:49 AMEMCA2.44502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USENOT FOR CONSTRUCTION1/8" = 1'-0"1LEVEL 31/8" = 1'-0"2LEVEL 4ResidentialSDL = 68 psfLL = 40 psfDC10SC944 psfRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ABCDEFGHI12345JSLOPE DN.@0.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12ROOF AROOF BROOF CROOF DRVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVO2' - 0"2' - 0"2' - 0"2' - 0"1' - 6"2' - 0"3' - 0"3' - 0"3' - 0"3' - 0"3' - 0"2' - 0"2' - 0"2' - 0"2' - 0"ROOF FRAMING NOTES1. PROVIDE VENTILATION AS REQUIRED BY 2003 I.B.C.2. PROVIDE SOLID BLOCKING AT ALL RIDGES, EAVES, AND AT MIDSPAN OF ALL (RAFTER/TRUSS) LOCATIONS AS REQUIRED.3. ALL CONNECTORS TO BE "SIMPSON" OR EQUAL AND INSTALLED AS PER MANUFACTURER SPECIFICATIONS.4. ALL LUMBER TO BE DOUGLAS FIR #2 OR BETTER U.N.O.5. USE 24 GA. GALVANIZED FLASHING AS REQUIRED.VENT CALCS.VENTING REQUIRED: 1/1501. NEW ROOF SECTION A:ATTIC SF = 6,610 SF/150 =44.06 SFEAVE VENT (TOP) = 88 BLOCKS@0.204 SF = 17.95 SF EAVE VENT (BOTTOM) = 88 BLOCKS@0.204 = 17.95 SFRVO38 VENT (OR EQUAL) = 32 UNITS@0.26 SF = 8.32TOTAL VENTILATION PROVIDED= 44.22 SF > 44.06 SF, OKAY2. NEW ROOF SECTION B:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAY3. NEW ROOF SECTION C:ATTIC SF = 131 SF/150 =0.87 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.87 SF, OKAY4. NEW ROOF SECTION D:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAYDRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM2/6/2020 7:01:53 AMEMCA2.74502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USENOT FOR CONSTRUCTIONNORTH1/8" = 1'-0"1ROOF PLANRoofSDL = 43 psfSLL = 25 psfDC11SC1031RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 GRAVITY DESIGN CONCRETE GRAVITY DESIGN SC11 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"8'-8"200'-8"18'-0"10'-6"25'-6"14'-6"68'-6"1LEVEL 2 PT & REINFORCING PLAN 1/8"=1'-0"UPROOF DECKELEV.ABCDEFGHI12345JLASTINGcreativity | results | relationshipscoffman.comfax 206.624.3775ph 206.623.0717Seattle, WA 981011101 2nd Ave., Suite 400S2.3LEVEL 2 PT &REINFORCINGPLAN12.DESIGN OF EXTERIOR COLD FORMED STEEL WALLS SHALL BE PROVIDED AS A DEFERREDSUBMITTAL, SEE GENERAL NOTES "SUBMITTALS'" FOR REQUIREMENTS.13. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION 30'-0", UON. FOOTINGELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. OVEREXCAVATE AND PLACE CDF/LEAN MIX CONCRETE AS DIRECTED BY GEOTECHNICAL ENGINEERWHERE REQUIRED. FINAL ELEVATIONS SHALL BE DETERMINED BY ON-SITE VERIFICATION BYGEOTECHNICAL ENGINEER CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES ANDMAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS.14.SLAB-ON-GRADE SHALL BE 4" THICK WITH 6X6 W1.4XW1.4 WWM AT CENTER, UON. AT CONTRACTOR'S OPTION, PROVIDE #4 @ 15" OC EA WAY IN LIEU OF WWM. PROVIDE VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE-DRAINING GRANULAR FILL PER GEOTECHNICAL REPORT. SEE SHEET S5.1 FOR TYPICAL SLAB-ON-GRADE DETAILS.15. PROVIDE CONSTRUCTION/CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTORECTANGULAR AREAS 225 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS. WHERE NOT SHOWN, JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT AND ENGINEER AND SHOULD AVOID REENTRANT CORNERS, SEE 2/S5.1.16. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING.COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 16/S5.1.17. ALL STAIRS AND LANDINGS NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS AREDESIGN BUILD COMPONENTS. ALL DESIGN BUILD STEEL COMPONENTS SHALL BE DESIGNED,DETAILED, AND SUPPLIED BY THE STEEL FABRICATOR. SUPPLY AND INSTALL COMPLETE STAIRSYSTEMS INCLUDING TREADS, RISERS, AND INTERMEDIATE LANDINGS. ANY NON-STEELCOMPONENTS INCLUDING FOOTINGS SHALL BE DESIGNED, SUPPLIED AND INSTALLED BYSUPPLIERS AND SUBCONTRACTORS AS DIRECTED BY THE GENERAL CONTRACTOR.PLAN NOTES:1.TOP OF SLAB ELEVATION, SLAB THICKNESS AND REINFORCING SHALL BE AS NOTED ON PLAN.VERIFY ALL DIMENSIONS WITH ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR CONCRETECURBS, SLAB DEPRESSIONS, SLOPES, FLOOR DRAINS, SLEEVE OPENINGS, AND EDGE OF SLAB2. POST-TENSIONED SLAB IS DESIGNED FOR 2-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 1-3/4" MINIMUM CLEAR COVER TOPOST-TENSIONING REINFORCING AT EXTERIOR SPANS AND 1" MINIMUM CLEAR COVER ATINTERIOR SPANS.3. SEE SHEETS S5.05 AND S5.6 FOR TYPICAL POST-TENSIONING DETAILS, INCLUDING ADDITIONALREQUIRED REINFORCING. SEE 13/S5.5 FOR POST-TENSIONING GENERAL NOTES.4. PROVIDE (3) #4 BARS @ 6" OC TOP AND BOTTOM CONTINUOUS (SEE 17/S5.5 FOR PLACEMENT)ALONG PERIMETER OF SLAB WHERE NOTED ON PLAN. BARS ARE IN ADDITION TO (2) #4 EDGEBARS SHOWN ON 17/S5.5 AND ON PLAN. (3) #4 TOP AND BOTTOM BAR ARE NOT REQUIREDWHERE CONCRETE SHEAR WALL REINFORCING OF 2/S5.6 IS SPECIFIED.5.SPACE TENDONS WITHIN REGION NOTED ON PLAN SUCH THAT TENDONS ARE IN (2)-TENDONBUNDLES SPACED AT 6" OC. TENDONS SHALL MAINTAIN A MINIMUM HORIZONTAL SWEEPRADIUS OF 10'-0". WHERE TENDON CURVATURE EXCEEDS 1:6 PROVIDE HAIRPINS PER 23/S5.6.6.ALL POST-TENSIONING STRESSING AND ANCHOR ENDS SHALL BE FULLY ENCAPSULATEDACCORDING TO POST-TENSIONSING GENERAL NOTES.7. TENDON LOCATIONS SHALL BE MARKED ACCORDING TO DETAIL 4/S5.5.8. STRESS MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO BANDED TENDONENDS PRIOR TO STRESSING BANDED TENDONS.9.MECHANICAL PIPING AND ELECTRICAL CONDUIT SHALL PENETRATE THE PT SLAB AT ONLYPREDETERMINED SLEEVE LOCATIONS. SEE ARCHITECTURAL AND MECHANICAL DRAWINGSFOR LOCATION AND SIZE OF SLAB PENETRATIONS. SEE SHEETS S5.5 AND S5.6 FORADDITIONAL REINFORCEMENT REQUIRED AT CONDUITS AND PENETRATIONS.10. MECHANICAL PIPING, ELECTRICAL FIXTURES, AND OTHER HEAVY LOADS HUNG FROM PT SLABSHALL BE SUPPORTED WITH UNISTRUT CONCRETE INSERTS, OR EQUAL. POWER-DRIVENFASTENERS SHALL NOT BE PERMITTED, UNLESS THEY ARE APPROVED BY THE STRUCTURALENGINEER OF RECORD. SEE 13/S5.5 "POWER-DRIVEN FASTENERS"11.ELEVATOR MANUFACTURER TO PROVIDE ELEVATOR GUIDE RAILS. CONTRACTOR TOCOORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.LEGENDTOP OF SLAB ELEVATIONBOTTOM OF SLAB (SOFFIT) ELEVATIONSTUDRAIL TYPE, SEE XX/S5.XSTEP IN SLABSTEP IN SLAB, SLOPE TO DRAIN, X=DEPTH OF STEPSLOPE IN SLABDROP IN SLAB SOFFIT STRESSING END OF PT STRAND TENDON HEIGHT FROM BOTTOM OF SLABDENOTES TENDON HEIGHT OR MILD STEEL PLACEMENTWITH REFERENCE TO BOTTOM OF THICKENED SLABANCHOR END OF PT STRANDCLOSURE POUR STRIP PER XX/S5.XCLOSURE POUR REINFORCING PER XX/S5.X B-XBEAM, SEE 4/S5.6STRUT, SEE 16/S5.2SHEAR WALL PER ELEVATION, SEE SHEET S5.3X" dp*XCADBX.X"x'-x"x'-x"X"X"TYPICAL STUD RAILS & REINFORCINGREINFORCING AT INTERIORCOLUMNS, TYP UONREINFORCING AT EXTERIORCOLUMNS, TYP UON(8) 5T (8) 5TWHERE OCCURSPER PLAN(8) 5T (8) 5TSLAB EDGEWHERE OCCURSPER PLANSTRUTX*STOP STUD RAILS SHORT AS REQD AT CONFLICT W/ SLAB STEP.SWxSC12Grid Cb = 288"Grid Hb = 288"Grid Ib = 196"Grid Jb = 52"Grid Eb = 288"9'-2"3'-4" 11'-11"8'-4"8'-1"2'-0" 23'-4"2'-2"23'-5"16'-7"7'-5"19'-0"16'-3"Level 2 - BandedGrid FSame asGrid HGrid GSame asGrid HGrid DSame asGrid CGrid BSame asGrid CGrid Ab = 144"9'-4"I1A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4PT SLAB LOADSAREACourtyardResidentialSDL (psf) 43 138LLr (psf) 100 97RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 25 - 2021 Time: 15:28 File: Level 2 - Grid A - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid A - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]10.00 10.50 25.50 13.00 3.50 SPAN 1 SPAN 2 SPAN 3 SPAN 4 R-Cant 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X3'6"2 2#5X7'0"3 3#5X13'6"4 3#5X14'6"5 2#5X7'6" 6 2#5X3'0"7 2#5X6'6"8 3#5X11'6"9 3#5X12'0"10 2#5X6'0" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 6.00 241.2 6.00 6.00 7.75 241.2 1.25 1.25 7.75 241.2 4.50 4.50 241.2 4.50 4.50 4.50 241.2 20.10 186.11 20.10 186.11 20.10 186.11 20.10 186.11 20.10 186.11 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 6#5X12'6" 1 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.0 2.0 1.0 2.0 0.97 0.97 0.97 1.46 1.58 1.56 1.80 1.56 0.97 0.97 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.25- 38.52- 7.88 OK 0.82- 113.8246.32 OK 0.86- 119.97- 47.34 OK 0.60- 36.01 1.26 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 562.5 ft3 Area covered = 750.0 ft2 MILD STEEL Total weight of rebar = 302.3 lb Average rebar usage = 0.403 lb/ft2, 0.537 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 295.9 lb Average tendon usage = 0.395 lb/ft2, 0.526 lb/ft3 11 - DESIGNER'S NOTES SC13 b=144" 5B24 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Span 1 Span 2 Span 3 Span 4 Right Cantilever Deflection Diagrams File: Level 2 - Grid A - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.01 0.00 0.00 0.01(14068) 0.00(30327) 0.00(*****) 0.01(14068) 0.01(12360) 2 -0.01 0.00 -0.01 -0.03( 4760) -0.01(23509) 0.00(*****) -0.03( 4760) -0.03( 4487) 3 0.10 -0.03 0.10 0.29( 1065) 0.09( 3596) 0.00(*****) 0.29( 1065) 0.31( 978) 4 -0.01 0.00 -0.01 -0.03( 4950) -0.01(26201) 0.00(*****) -0.03( 4950) -0.03( 4690) CR 0.00 0.00 0.01 0.02( 2637) 0.00(20972) 0.00(*****) 0.02( 2637) 0.02( 2541) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.01 0.00 0.00 0.01(14068) 0.00(30327) 0.00(*****) 0.01(14068) 0.01( 9618) 2 -0.01 0.00 -0.01 -0.03( 4760) -0.01(23509) 0.00(*****) -0.03( 4760) -0.03( 3958) 3 0.10 -0.03 0.10 0.29( 1065) 0.09( 3596) 0.00(*****) 0.29( 1065) 0.37( 821) 4 -0.01 0.00 -0.01 -0.03( 4950) -0.01(26201) 0.00(*****) -0.03( 4950) -0.04( 4178) CR 0.00 0.00 0.01 0.02( 2637) 0.00(20972) 0.00(*****) 0.02( 2637) 0.02( 2342) SC14 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:09 File: Level 2 - Grid B - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid B - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]18.00 10.50 25.50 14.50 SPAN 1 SPAN 2 SPAN 3 SPAN 4 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 4#5X5'6"2 4#5X11'6"3 5#5X13'6"4 5#5X15'6"5 4#5X5'0" 6 3#5X5'0"7 3#5X9'0"8 4#5X11'6"9 5#5X12'0"10 3#5X4'0" 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 2.75 2.75 6.00 455.6 6.00 6.00 7.75 455.6 1.25 1.25 7.75 455.6 2.75 2.75 4.50 455.6 18.98 175.77 18.98 175.77 18.98 175.77 18.98 175.77 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 17#5X12'6" 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.6 3.2 1.4 2.84.25.6 1.94 1.94 1.94 1.50 2.33 2.70 2.97 5.16 2.35 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.75- 111.12- 28.50 OK 1.46- 217.3952.31 RE 1.65- 251.26- 48.34 RE 0.56- 47.41- 1.16 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 1233.0 ft3 Area covered = 1644.0 ft2 MILD STEEL Total weight of rebar = 614.6 lb Average rebar usage = 0.374 lb/ft2, 0.498 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 606.1 lb Average tendon usage = 0.369 lb/ft2, 0.492 lb/ft3 11 - DESIGNER'S NOTES SC15 b = 288 in 5B18 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.55 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 -0.10 Span 1 Span 2 Span 3 Span 4 Deflection Diagrams File: Level 2 - Grid B - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.04 0.01 0.03 0.08( 2679) 0.04( 5818) 0.00(*****) 0.11( 1894) 0.14( 1542) 2 -0.01 0.00 -0.02 -0.05( 2402) -0.01(13166) 0.00(*****) -0.06( 2063) -0.07( 1859) 3 0.11 -0.01 0.12 0.37( 818) 0.09( 3273) 0.00(*****) 0.46( 668) 0.52( 584) 4 -0.01 -0.02 -0.02 -0.07( 2595) -0.01(28680) 0.00(*****) -0.07( 2457) -0.07( 2345) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.04 0.01 0.03 0.08( 2679) 0.04( 5818) 0.00(*****) 0.08( 2679) 0.12( 1834) 2 -0.01 0.00 -0.02 -0.05( 2402) -0.01(13166) 0.00(*****) -0.05( 2402) -0.06( 2031) 3 0.11 -0.01 0.12 0.37( 818) 0.09( 3273) 0.00(*****) 0.37( 818) 0.47( 654) 4 -0.01 -0.02 -0.02 -0.07( 2595) -0.01(28680) 0.00(*****) -0.07( 2595) -0.07( 2443) SC16 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:11 File: Level 2 - Grid C - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid C - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]18.00 10.50 25.50 14.50 3.00 SPAN 1 SPAN 2 SPAN 3 SPAN 4 R-Cant 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 4#5X6'0"2 4#5X11'0"3 5#5X13'6"4 5#5X15'6"5 4#5X8'0" 6 3#5X5'0"7 3#5X8'6"8 4#5X11'6"9 4#5X12'0"10 3#5X6'0" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 2.75 2.75 6.00 455.6 6.00 6.00 7.75 455.6 1.25 1.25 7.75 455.6 2.75 4.50 455.6 4.50 4.50 4.50 455.6 18.98 175.77 18.98 175.77 18.98 175.77 18.98 175.77 18.98 175.77 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 17#5X12'6" 1 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.4 2.8 1.4 2.8 4.25.6 1.94 1.94 1.94 1.54 2.33 2.70 2.70 5.26 2.06 1.94 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.75- 110.84- 28.63 OK 1.47- 218.0652.59 RE 1.64- 247.48- 51.46 RE 1.04- 83.64 8.64 RE 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 1287.0 ft3 Area covered = 1716.0 ft2 MILD STEEL Total weight of rebar = 618.1 lb Average rebar usage = 0.360 lb/ft2, 0.480 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 632.6 lb Average tendon usage = 0.369 lb/ft2, 0.492 lb/ft3 11 - DESIGNER'S NOTES SC17 b = 288 in 5B15 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.55 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 -0.10 Span 1 Span 2 Span 3 Span 4 Right Cantilever Deflection Diagrams File: Level 2 - Grid C - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.04 0.01 0.03 0.08( 2671) 0.04( 5813) 0.00(*****) 0.11( 1889) 0.14( 1539) 2 -0.01 0.00 -0.02 -0.05( 2378) -0.01(13073) 0.00(*****) -0.06( 2043) -0.07( 1842) 3 0.11 -0.01 0.13 0.38( 803) 0.09( 3242) 0.00(*****) 0.47( 656) 0.53( 575) 4 -0.01 -0.02 -0.03 -0.08( 2200) -0.01(25121) 0.00(*****) -0.08( 2071) -0.09( 1977) CR 0.00 0.01 0.01 0.04( 959) 0.00(93370) 0.00(*****) 0.04( 950) 0.04( 943) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.04 0.01 0.03 0.08( 2671) 0.04( 5813) 0.00(*****) 0.08( 2671) 0.12( 1830) 2 -0.01 0.00 -0.02 -0.05( 2378) -0.01(13073) 0.00(*****) -0.05( 2378) -0.06( 2012) 3 0.11 -0.01 0.13 0.38( 803) 0.09( 3242) 0.00(*****) 0.38( 803) 0.48( 643) 4 -0.01 -0.02 -0.03 -0.08( 2200) -0.01(25121) 0.00(*****) -0.08( 2200) -0.08( 2057) CR 0.00 0.01 0.01 0.04( 959) 0.00(93370) 0.00(*****) 0.04( 959) 0.04( 949) SC18 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:00 File: Level 2 - Grid E - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid E - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]20.50 8.00 25.50 14.50 SPAN 1 SPAN 2 SPAN 3 SPAN 4 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X6'6"2 5#5X22'6"3 5#5X15'6"4 4#5X5'0" 5 1#5X5'6"6 4#5X19'0"7 4#5X12'0"8 3#5X4'0" 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 6.00 375.2 6.00 1.25 1.25 7.75 375.2 7.75 4.50 4.50 4.50 375.2 4.50 2.75 2.75 6.00 160.8 6.00 6.00 6.00 160.8 1.25 1.25 7.75 160.8 4.50 4.50 4.50 160.8 17.87 165.43 22.33 206.79 22.33 206.79 22.33 206.79 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 9 4#5X9'0"10 7#5X12'6" 11 6#5X11'0" 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.4 2.8 2.1 4.2 0.83 1.34 0.96 1.34 2.54 2.58 2.61 2.61 3.85 1.94 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA --- 0.00 0.00 NA 1.35- 206.6048.77 RE 1.61- 256.78- 40.32 RE 0.48- 45.35- 10.62 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 1002.4 ft3 Area covered = 1336.5 ft2 MILD STEEL Total weight of rebar = 566.6 lb Average rebar usage = 0.424 lb/ft2, 0.565 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 620.2 lb Average tendon usage = 0.464 lb/ft2, 0.619 lb/ft3 11 - DESIGNER'S NOTES SC19 b = 288 in 5B245B30 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Span 1 Span 2 Span 3 Span 4 Deflection Diagrams File: Level 2 - Grid E - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.06 0.02 0.05 0.15( 1596) 0.05( 4481) 0.00(*****) 0.20( 1208) 0.24( 1016) 2 -0.01 0.00 -0.01 -0.04( 2410) -0.01(10928) 0.00(*****) -0.05( 2011) -0.05( 1781) 3 0.11 -0.02 0.11 0.33( 929) 0.09( 3275) 0.00(*****) 0.41( 740) 0.48( 639) 4 -0.01 0.00 -0.01 -0.03( 6860) -0.01(28609) 0.00(*****) -0.03( 5642) -0.04( 4958) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.06 0.02 0.05 0.15( 1596) 0.05( 4481) 0.00(*****) 0.15( 1596) 0.21( 1177) 2 -0.01 0.00 -0.01 -0.04( 2410) -0.01(10928) 0.00(*****) -0.04( 2410) -0.05( 1974) 3 0.11 -0.02 0.11 0.33( 929) 0.09( 3275) 0.00(*****) 0.33( 929) 0.42( 724) 4 -0.01 0.00 -0.01 -0.03( 6860) -0.01(28609) 0.00(*****) -0.03( 6860) -0.03( 5533) SC20 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:06 File: Level 2 - Grid H - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid H - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]1.50 10.50 25.50 14.50 L-Cant SPAN 1 SPAN 2 SPAN 3 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 4#5X5'0"2 5#5X13'6"3 5#5X15'6"4 4#5X5'0" 5 3#5X4'6"6 5#5X11'6"7 5#5X12'0"8 3#5X4'0" 111 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 4.50 455.6 4.50 7.75 455.6 1.25 1.25 7.75 455.6 2.75 2.75 4.50 455.6 18.98 175.77 18.98 175.77 18.98 175.77 18.98 175.77 .00 .00 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 9 17#5X12'6" 111 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.6 3.2 1.4 2.84.25.6 1.941.94 1.65 2.37 2.97 2.97 4.98 2.06 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 0.39- 26.16- 14.39 OK 1.59- 233.9661.41 RE 1.68- 249.96- 59.84 RE 0.56- 48.31- 2.97 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 936.0 ft3 Area covered = 1248.0 ft2 MILD STEEL Total weight of rebar = 550.4 lb Average rebar usage = 0.441 lb/ft2, 0.588 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 460.1 lb Average tendon usage = 0.369 lb/ft2, 0.492 lb/ft3 11 - DESIGNER'S NOTES SC21 b = 288 in 5B18 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 -0.10 Left Cantilever Span 1 Span 2 Span 3 Deflection Diagrams File: Level 2 - Grid H - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.00 0.00 0.01 0.02( 1051) 0.00(*****) 0.00(*****) 0.02( 1055) 0.02( 1058) 1 -0.01 -0.01 -0.02 -0.06( 2160) 0.00(26536) 0.00(*****) -0.06( 2043) -0.06( 1956) 2 0.11 -0.01 0.12 0.37( 818) 0.09( 3494) 0.00(*****) 0.45( 675) 0.51( 595) 3 -0.01 -0.02 -0.02 -0.06( 2717) -0.01(33337) 0.00(*****) -0.07( 2602) -0.07( 2495) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.00 0.00 0.01 0.02( 1051) 0.00(*****) 0.00(*****) 0.02( 1051) 0.02( 1055) 1 -0.01 -0.01 -0.02 -0.06( 2160) 0.00(26536) 0.00(*****) -0.06( 2160) -0.06( 2031) 2 0.11 -0.01 0.12 0.37( 818) 0.09( 3494) 0.00(*****) 0.37( 818) 0.46( 662) 3 -0.01 -0.02 -0.02 -0.06( 2717) -0.01(33337) 0.00(*****) -0.06( 2717) -0.07( 2586) SC22 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:33 File: Level 2 - Grid I - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid I - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]1.50 10.50 21.00 10.00 L-Cant SPAN 1 SPAN 2 SPAN 3 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 3#5X5'0"2 3#5X12'0"3 3#5X12'0"4 2#5X3'6" 5 2#5X4'6"6 2#5X10'0"7 2#5X10'0"8 2#5X3'0" 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 4.50 241.2 4.50 7.75 241.2 1.25 1.25 6.00 241.2 4.50 4.50 4.50 241.2 14.77 136.73 14.77 136.73 14.77 136.73 20.10 186.11 .00 .00 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 9 6#5X9'6" 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 0.8 1.6 1.0 2.0 1.32 1.32 1.32 1.32 1.26 1.77 1.26 0.97 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 0.36- 31.93 4.56 OK 0.98- 137.2539.68 OK 0.91- 118.62- 58.77 OK 0.15- 12.17 1.22 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 491.8 ft3 Area covered = 655.8 ft2 MILD STEEL Total weight of rebar = 210.8 lb Average rebar usage = 0.321 lb/ft2, 0.429 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 201.4 lb Average tendon usage = 0.307 lb/ft2, 0.410 lb/ft3 11 - DESIGNER'S NOTES SC23 b = 196 in 5B30 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.20 0.15 0.10 0.05 0 Left Cantilever Span 1 Span 2 Span 3 Deflection Diagrams File: Level 2 - Grid I - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.00 0.00 0.00 0.00( 3969) 0.00( 9355) 0.00(*****) 0.00( 6420) 0.00(12358) 1 0.00 0.00 -0.01 -0.02( 5258) 0.00(32522) 0.00(*****) -0.02( 5482) -0.02( 5588) 2 0.05 -0.01 0.05 0.16( 1613) 0.04( 6520) 0.00(*****) 0.19( 1319) 0.22( 1155) 3 0.00 0.00 -0.01 -0.02( 7566) 0.00(36102) 0.00(*****) -0.02( 6365) -0.02( 5666) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.00 0.00 0.00 0.00( 3969) 0.00( 9355) 0.00(*****) 0.00( 3969) 0.00( 6894) 1 0.00 0.00 -0.01 -0.02( 5258) 0.00(32522) 0.00(*****) -0.02( 5258) -0.02( 5497) 2 0.05 -0.01 0.05 0.16( 1613) 0.04( 6520) 0.00(*****) 0.16( 1613) 0.19( 1293) 3 0.00 0.00 -0.01 -0.02( 7566) 0.00(36102) 0.00(*****) -0.02( 7566) -0.02( 6255) SC24 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 06:38 File: Level 2 - Grid J - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid J - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]10.50 21.00 SPAN 1 SPAN 2 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 1#5X3'6"2 3#5X12'0"3 2#5X7'0" 4 1#5X3'6"5 2#5X10'0"6 1#5X5'6" 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 7.75 80.4 2.75 2.75 4.50 80.4 18.55 171.79 18.55 171.79 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 7 2#5X7'6" 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 0.4 0.8 1.2 1.6 0.310.62 0.43 1.28 1.28 0.85 0.38 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.10- 8.06 8.33 OK 0.32- 36.8529.10 OK 0.41- 19.41- 53.59 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 102.4 ft3 Area covered = 136.5 ft2 MILD STEEL Total weight of rebar = 99.2 lb Average rebar usage = 0.727 lb/ft2, 0.969 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 49.2 lb Average tendon usage = 0.360 lb/ft2, 0.480 lb/ft3 11 - DESIGNER'S NOTES SC25 b = 52 in 5B36 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.20 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0 -0.02 Span 1 Span 2 Deflection Diagrams File: Level 2 - Grid J - Banded Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.00 0.00 0.00 -0.01(10143) 0.00(46673) 0.00(*****) -0.01(10447) -0.01(10509) 2 0.04 0.01 0.05 0.16( 1625) 0.03( 7768) 0.00(*****) 0.18( 1369) 0.21( 1220) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.00 0.00 0.00 -0.01(10143) 0.00(46673) 0.00(*****) -0.01(10143) -0.01(10456) 2 0.04 0.01 0.05 0.16( 1625) 0.03( 7768) 0.00(*****) 0.16( 1625) 0.19( 1345) SC26 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"8'-8"200'-8"18'-0"10'-6"25'-6"14'-6"68'-6"1LEVEL 2 PT & REINFORCING PLAN 1/8"=1'-0"UPROOF DECKELEV.ABCDEFGHI12345JLASTINGcreativity | results | relationshipscoffman.comfax 206.624.3775ph 206.623.0717Seattle, WA 981011101 2nd Ave., Suite 400S2.3LEVEL 2 PT &REINFORCINGPLAN12.DESIGN OF EXTERIOR COLD FORMED STEEL WALLS SHALL BE PROVIDED AS A DEFERREDSUBMITTAL, SEE GENERAL NOTES "SUBMITTALS'" FOR REQUIREMENTS.13. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION 30'-0", UON. FOOTINGELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. OVEREXCAVATE AND PLACE CDF/LEAN MIX CONCRETE AS DIRECTED BY GEOTECHNICAL ENGINEERWHERE REQUIRED. FINAL ELEVATIONS SHALL BE DETERMINED BY ON-SITE VERIFICATION BYGEOTECHNICAL ENGINEER CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES ANDMAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS.14.SLAB-ON-GRADE SHALL BE 4" THICK WITH 6X6 W1.4XW1.4 WWM AT CENTER, UON. AT CONTRACTOR'S OPTION, PROVIDE #4 @ 15" OC EA WAY IN LIEU OF WWM. PROVIDE VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE-DRAINING GRANULAR FILL PER GEOTECHNICAL REPORT. SEE SHEET S5.1 FOR TYPICAL SLAB-ON-GRADE DETAILS.15. PROVIDE CONSTRUCTION/CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTORECTANGULAR AREAS 225 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS. WHERE NOT SHOWN, JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT AND ENGINEER AND SHOULD AVOID REENTRANT CORNERS, SEE 2/S5.1.16. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING.COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 16/S5.1.17. ALL STAIRS AND LANDINGS NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS AREDESIGN BUILD COMPONENTS. ALL DESIGN BUILD STEEL COMPONENTS SHALL BE DESIGNED,DETAILED, AND SUPPLIED BY THE STEEL FABRICATOR. SUPPLY AND INSTALL COMPLETE STAIRSYSTEMS INCLUDING TREADS, RISERS, AND INTERMEDIATE LANDINGS. ANY NON-STEELCOMPONENTS INCLUDING FOOTINGS SHALL BE DESIGNED, SUPPLIED AND INSTALLED BYSUPPLIERS AND SUBCONTRACTORS AS DIRECTED BY THE GENERAL CONTRACTOR.PLAN NOTES:1.TOP OF SLAB ELEVATION, SLAB THICKNESS AND REINFORCING SHALL BE AS NOTED ON PLAN.VERIFY ALL DIMENSIONS WITH ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR CONCRETECURBS, SLAB DEPRESSIONS, SLOPES, FLOOR DRAINS, SLEEVE OPENINGS, AND EDGE OF SLAB2. POST-TENSIONED SLAB IS DESIGNED FOR 2-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 1-3/4" MINIMUM CLEAR COVER TOPOST-TENSIONING REINFORCING AT EXTERIOR SPANS AND 1" MINIMUM CLEAR COVER ATINTERIOR SPANS.3. SEE SHEETS S5.05 AND S5.6 FOR TYPICAL POST-TENSIONING DETAILS, INCLUDING ADDITIONALREQUIRED REINFORCING. SEE 13/S5.5 FOR POST-TENSIONING GENERAL NOTES.4. PROVIDE (3) #4 BARS @ 6" OC TOP AND BOTTOM CONTINUOUS (SEE 17/S5.5 FOR PLACEMENT)ALONG PERIMETER OF SLAB WHERE NOTED ON PLAN. BARS ARE IN ADDITION TO (2) #4 EDGEBARS SHOWN ON 17/S5.5 AND ON PLAN. (3) #4 TOP AND BOTTOM BAR ARE NOT REQUIREDWHERE CONCRETE SHEAR WALL REINFORCING OF 2/S5.6 IS SPECIFIED.5.SPACE TENDONS WITHIN REGION NOTED ON PLAN SUCH THAT TENDONS ARE IN (2)-TENDONBUNDLES SPACED AT 6" OC. TENDONS SHALL MAINTAIN A MINIMUM HORIZONTAL SWEEPRADIUS OF 10'-0". WHERE TENDON CURVATURE EXCEEDS 1:6 PROVIDE HAIRPINS PER 23/S5.6.6.ALL POST-TENSIONING STRESSING AND ANCHOR ENDS SHALL BE FULLY ENCAPSULATEDACCORDING TO POST-TENSIONSING GENERAL NOTES.7. TENDON LOCATIONS SHALL BE MARKED ACCORDING TO DETAIL 4/S5.5.8. STRESS MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO BANDED TENDONENDS PRIOR TO STRESSING BANDED TENDONS.9.MECHANICAL PIPING AND ELECTRICAL CONDUIT SHALL PENETRATE THE PT SLAB AT ONLYPREDETERMINED SLEEVE LOCATIONS. SEE ARCHITECTURAL AND MECHANICAL DRAWINGSFOR LOCATION AND SIZE OF SLAB PENETRATIONS. SEE SHEETS S5.5 AND S5.6 FORADDITIONAL REINFORCEMENT REQUIRED AT CONDUITS AND PENETRATIONS.10. MECHANICAL PIPING, ELECTRICAL FIXTURES, AND OTHER HEAVY LOADS HUNG FROM PT SLABSHALL BE SUPPORTED WITH UNISTRUT CONCRETE INSERTS, OR EQUAL. POWER-DRIVENFASTENERS SHALL NOT BE PERMITTED, UNLESS THEY ARE APPROVED BY THE STRUCTURALENGINEER OF RECORD. SEE 13/S5.5 "POWER-DRIVEN FASTENERS"11.ELEVATOR MANUFACTURER TO PROVIDE ELEVATOR GUIDE RAILS. CONTRACTOR TOCOORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.LEGENDTOP OF SLAB ELEVATIONBOTTOM OF SLAB (SOFFIT) ELEVATIONSTUDRAIL TYPE, SEE XX/S5.XSTEP IN SLABSTEP IN SLAB, SLOPE TO DRAIN, X=DEPTH OF STEPSLOPE IN SLABDROP IN SLAB SOFFIT STRESSING END OF PT STRAND TENDON HEIGHT FROM BOTTOM OF SLABDENOTES TENDON HEIGHT OR MILD STEEL PLACEMENTWITH REFERENCE TO BOTTOM OF THICKENED SLABANCHOR END OF PT STRANDCLOSURE POUR STRIP PER XX/S5.XCLOSURE POUR REINFORCING PER XX/S5.X B-XBEAM, SEE 4/S5.6STRUT, SEE 16/S5.2SHEAR WALL PER ELEVATION, SEE SHEET S5.3X" dp*XCADBX.X"x'-x"x'-x"X"X"TYPICAL STUD RAILS & REINFORCINGREINFORCING AT INTERIORCOLUMNS, TYP UONREINFORCING AT EXTERIORCOLUMNS, TYP UON(8) 5T (8) 5TWHERE OCCURSPER PLAN(8) 5T (8) 5TSLAB EDGEWHERE OCCURSPER PLANSTRUTX*STOP STUD RAILS SHORT AS REQD AT CONFLICT W/ SLAB STEP.SWxSC2723'-5"Level 2 - DistributedGrid 4b = 171"Grid 3b = 216"Grid 2b = 240"I1A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4PT SLAB LOADSAREACourtyardResidentialSDL (psf) 43 138LLr (psf) 100 972'-7"21'-9"Grid 1b = 90"Grid 5b = 108"7'-1/2"5'-1/2"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 08:08 File: Level 2 - Grid 1 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid 2 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]2.50 21.75 24.00 24.00 24.00 24.00 24.00 24.00 24.00 L-Cant SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 SPAN 7 SPAN 8 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X9'6"2 3#5X15'0"3 4#5X15'0"4 4#5X15'0"5 4#5X15'0"6 4#5X15'0"7 4#5X15'0"8 4#5X15'0"9 2#5X7'6" 10 2#5X7'0"11 3#5X11'6"12 3#5X12'0"13 3#5X12'0"14 3#5X12'0"15 3#5X12'0"16 3#5X12'0"17 3#5X12'0"18 2#5X6'0" 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 4.50 80.3 4.50 2.75 2.75 7.75 80.3 7.75 2.75 2.75 4.50 80.3 4.50 4.50 4.50 4.50 160.5 2.75 7.75 160.5 2.75 2.75 7.75 160.5 1.25 1.25 7.75 160.5 1.25 1.25 7.75 160.5 1.25 1.25 7.75 160.5 1.25 1.25 7.75 160.5 1.25 1.25 7.75 160.5 2.75 2.75 4.50 160.5 32.11 297.29 32.11 297.29 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 32.11 297.29 .00 .00 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 19 2#5X8'6" 111 1 1 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 0.6 1.2 1.8 2.4 0.310.62 1.081.08 1.851.85 1.941.94 1.941.94 1.941.94 1.94 1.94 1.94 1.94 1.94 1.94 0.97 0.31 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 0.58- 34.7365.71 OK 0.48- 84.1710.49 OK 0.49- 81.14- 4.45 OK 0.48- 81.93 0.52 OK 0.48- 82.03- 0.11 OK 0.48- 82.18 0.66 OK 0.49- 80.50- 5.60 OK 0.51- 87.8516.40 OK 0.75- 36.64- 95.37 OK 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 1081.4 ft3 Area covered = 1441.9 ft2 MILD STEEL Total weight of rebar = 754.4 lb Average rebar usage = 0.523 lb/ft2, 0.698 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 689.5 lb Average tendon usage = 0.478 lb/ft2, 0.638 lb/ft3 11 - DESIGNER'S NOTES SC28 b = 90" 5B48 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Left CantileverSpan 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 Span 8 Deflection Diagrams File: Level 2 - Grid 1 - Distributed Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL -0.01 0.00 -0.01 -0.03( 1071) -0.01( 3492) 0.00(*****) -0.04( 839) -0.04( 718) 1 0.05 -0.03 0.03 0.10( 2680) 0.04( 6546) 0.00(*****) 0.13( 1973) 0.16( 1637) 2 0.05 -0.02 0.05 0.14( 2107) 0.05( 6346) 0.00(*****) 0.18( 1623) 0.21( 1376) 3 0.05 -0.04 0.03 0.08( 3734) 0.04( 6419) 0.00(*****) 0.12( 2451) 0.15( 1934) 4 0.05 -0.04 0.03 0.09( 3358) 0.04( 6402) 0.00(*****) 0.13( 2281) 0.16( 1825) 5 0.05 -0.04 0.03 0.08( 3443) 0.04( 6410) 0.00(*****) 0.12( 2321) 0.16( 1851) 6 0.05 -0.03 0.03 0.09( 3076) 0.05( 6375) 0.00(*****) 0.13( 2145) 0.17( 1736) 7 0.05 -0.05 0.01 0.03( 9253) 0.04( 6668) 0.00(*****) 0.07( 4129) 0.10( 2880) 8 0.07 -0.01 0.08 0.23( 1247) 0.06( 4745) 0.00(*****) 0.29( 1008) 0.33( 877) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL -0.01 0.00 -0.01 -0.03( 1071) -0.01( 3492) 0.00(*****) -0.03( 1071) -0.04( 819) 1 0.05 -0.03 0.03 0.10( 2680) 0.04( 6546) 0.00(*****) 0.10( 2680) 0.14( 1917) 2 0.05 -0.02 0.05 0.14( 2107) 0.05( 6346) 0.00(*****) 0.14( 2107) 0.18( 1582) 3 0.05 -0.04 0.03 0.08( 3734) 0.04( 6419) 0.00(*****) 0.08( 3734) 0.12( 2360) 4 0.05 -0.04 0.03 0.09( 3358) 0.04( 6402) 0.00(*****) 0.09( 3358) 0.13( 2202) 5 0.05 -0.04 0.03 0.08( 3443) 0.04( 6410) 0.00(*****) 0.08( 3443) 0.13( 2240) 6 0.05 -0.03 0.03 0.09( 3076) 0.05( 6375) 0.00(*****) 0.09( 3076) 0.14( 2075) 7 0.05 -0.05 0.01 0.03( 9253) 0.04( 6668) 0.00(*****) 0.03( 9253) 0.07( 3888) 8 0.07 -0.01 0.08 0.23( 1247) 0.06( 4745) 0.00(*****) 0.23( 1247) 0.29( 987) SC29 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 07:36 File: Level 2 - Grid 2 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid 2 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 8.67 SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 SPAN 7 SPAN 8 SPAN 9 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 3#5X7'6"2 4#5X15'0"3 4#5X15'0"4 4#5X15'0"5 4#5X15'0"6 4#5X15'0"7 4#5X15'0"8 5#5X15'0"9 4#5X12'0"10 3#5X3'0" 11 3#5X6'0"12 3#5X12'0"13 3#5X12'0"14 3#5X12'0"15 3#5X12'0"16 3#5X12'0"17 3#5X12'0"18 4#5X12'0"19 3#5X10'6"20 3#5X3'0" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 2.75 2.75 7.75 214 7.75 2.75 2.75 7.75 214 4.50 2.75 2.75 7.75 428 2.75 2.75 7.75 428 1.25 1.25 7.75 428 1.25 1.25 7.75 428 1.25 1.25 7.75 428 1.25 1.25 7.75 428 1.25 1.25 7.75 428 1.25 1.25 4.50 428 4.50 4.50 4.50 428 32.10 297.22 32.10 297.22 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 21 9#5X10'0"22 8#5X10'0" 1 1 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.4 2.8 1.4 2.8 1.62 1.94 2.68 1.94 1.941.94 1.94 1.94 1.94 1.94 1.94 1.94 1.941.94 2.172.76 2.03 2.24 1.621.62 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 1.41- 92.75147.76 RE 1.38- 238.19- 41.10 RE 1.19- 217.6812.17 RE 1.27- 216.99 1.97 RE 1.27- 218.90- 0.54 RE 1.27- 219.04 0.68 RE 1.27- 217.29- 3.21 RE 1.37- 227.1016.12 RE 1.14- 171.07- 45.35 RE --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 3010.1 ft3 Area covered = 4013.4 ft2 MILD STEEL Total weight of rebar = 1030.4 lb Average rebar usage = 0.257 lb/ft2, 0.342 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 1894.5 lb Average tendon usage = 0.472 lb/ft2, 0.629 lb/ft3 11 - DESIGNER'S NOTES SC30 b = 240" 5B24 5B30 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Span 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 Span 8 Span 9 Deflection Diagrams File: Level 2 - Grid 2 - Distributed Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.10 0.01 0.12 0.37( 770) 0.09( 3345) 0.00(*****) 0.45( 638) 0.51( 563) 2 0.05 -0.07 -0.01 -0.04( 6730) 0.04( 7224) 0.00(*****) -0.03( 9072) 0.04( 7803) 3 0.06 -0.04 0.03 0.08( 3545) 0.05( 5898) 0.00(*****) 0.12( 2338) 0.16( 1837) 4 0.05 -0.03 0.03 0.10( 2887) 0.05( 6119) 0.00(*****) 0.14( 2026) 0.18( 1645) 5 0.05 -0.04 0.03 0.09( 3227) 0.05( 6088) 0.00(*****) 0.13( 2184) 0.16( 1746) 6 0.06 -0.04 0.03 0.10( 2926) 0.05( 6023) 0.00(*****) 0.14( 2036) 0.17( 1646) 7 0.05 -0.04 0.02 0.06( 4679) 0.04( 6444) 0.00(*****) 0.10( 2848) 0.13( 2176) 8 0.07 -0.01 0.08 0.23( 1250) 0.06( 4850) 0.00(*****) 0.28( 1015) 0.32( 886) 9 -0.01 0.00 0.00 -0.01( 6979) 0.00(23759) 0.00(*****) -0.02( 5527) -0.02( 4758) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.10 0.01 0.12 0.37( 770) 0.09( 3345) 0.00(*****) 0.37( 770) 0.46( 626) 2 0.05 -0.07 -0.01 -0.04( 6730) 0.04( 7224) 0.00(*****) -0.04( 6730) -0.03( 9255) 3 0.06 -0.04 0.03 0.08( 3545) 0.05( 5898) 0.00(*****) 0.08( 3545) 0.13( 2251) 4 0.05 -0.03 0.03 0.10( 2887) 0.05( 6119) 0.00(*****) 0.10( 2887) 0.15( 1961) 5 0.05 -0.04 0.03 0.09( 3227) 0.05( 6088) 0.00(*****) 0.09( 3227) 0.14( 2109) 6 0.06 -0.04 0.03 0.10( 2926) 0.05( 6023) 0.00(*****) 0.10( 2926) 0.15( 1969) 7 0.05 -0.04 0.02 0.06( 4679) 0.04( 6444) 0.00(*****) 0.06( 4679) 0.11( 2729) 8 0.07 -0.01 0.08 0.23( 1250) 0.06( 4850) 0.00(*****) 0.23( 1250) 0.29( 995) 9 -0.01 0.00 0.00 -0.01( 6979) 0.00(23759) 0.00(*****) -0.01( 6979) -0.02( 5403) SC31 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 09:39 File: Level 2 - Grid 3 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 2 - Grid 3 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 8.67 SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 SPAN 7 SPAN 8 SPAN 9 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 3#5X7'6"2 4#5X15'0"3 4#5X15'0"4 4#5X15'0"5 4#5X15'0"6 4#5X15'0"7 4#5X15'0"8 4#5X15'0"9 3#5X12'0"10 3#5X3'0" 11 2#5X6'0"12 3#5X12'0"13 3#5X12'0"14 3#5X12'0"15 3#5X12'0"16 3#5X12'0"17 3#5X12'0"18 3#5X12'0"19 2#5X10'6"20 2#5X3'0" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 2.75 2.75 7.75 192.6 7.75 2.75 2.75 7.75 192.6 4.50 2.75 2.75 7.75 385.2 2.75 2.75 7.75 385.2 1.25 1.25 7.75 385.2 1.25 1.25 7.75 385.2 1.25 1.25 7.75 385.2 1.25 1.25 7.75 385.2 1.25 1.25 7.75 385.2 1.25 1.25 4.50 385.2 4.50 4.50 4.50 385.2 32.10 297.22 32.10 297.22 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 21.40 198.15 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 21 5#5X10'0"22 5#5X8'6" 1 1 1 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.1 2.2 0.8 1.6 1.46 1.94 1.43 1.94 1.941.94 1.94 1.94 1.94 1.94 1.94 1.94 1.941.94 1.941.94 1.46 1.36 1.461.46 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 1.26- 78.79137.41 RE 1.17- 199.95- 37.89 RE 1.01- 184.0811.40 RE 1.07- 182.66 2.52 RE 1.07- 184.60- 0.59 RE 1.07- 184.67 0.63 RE 1.07- 183.29- 2.99 RE 1.16- 191.5015.95 RE 0.97- 143.13- 44.27 OK --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 2709.0 ft3 Area covered = 3612.1 ft2 MILD STEEL Total weight of rebar = 894.3 lb Average rebar usage = 0.248 lb/ft2, 0.330 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 1727.7 lb Average tendon usage = 0.478 lb/ft2, 0.638 lb/ft3 11 - DESIGNER'S NOTES SC32 b = 216" 5B48 5B48 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Span 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 Span 8 Span 9 Deflection Diagrams File: Level 2 - Grid 3 - Distributed Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.10 0.01 0.09 0.28( 1030) 0.08( 3405) 0.00(*****) 0.36( 809) 0.41( 694) 2 0.05 -0.07 -0.02 -0.06( 4789) 0.04( 6835) 0.00(*****) -0.03( 8540) -0.03(11028) 3 0.06 -0.04 0.01 0.04( 6901) 0.05( 5778) 0.00(*****) 0.08( 3564) 0.11( 2524) 4 0.05 -0.03 0.02 0.06( 4925) 0.05( 5947) 0.00(*****) 0.10( 2821) 0.14( 2118) 5 0.05 -0.04 0.02 0.05( 5976) 0.05( 5925) 0.00(*****) 0.09( 3132) 0.13( 2286) 6 0.06 -0.04 0.02 0.06( 5162) 0.05( 5871) 0.00(*****) 0.10( 2882) 0.13( 2145) 7 0.05 -0.04 0.01 0.03(11422) 0.05( 6208) 0.00(*****) 0.07( 4348) 0.10( 2933) 8 0.07 -0.01 0.06 0.17( 1647) 0.06( 4748) 0.00(*****) 0.23( 1256) 0.27( 1061) 9 0.00 0.00 0.00 -0.01( 9843) 0.00(24383) 0.00(*****) -0.01( 7304) -0.02( 6043) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.10 0.01 0.09 0.28( 1030) 0.08( 3405) 0.00(*****) 0.28( 1030) 0.36( 791) 2 0.05 -0.07 -0.02 -0.06( 4789) 0.04( 6835) 0.00(*****) -0.06( 4789) -0.03( 8934) 3 0.06 -0.04 0.01 0.04( 6901) 0.05( 5778) 0.00(*****) 0.04( 6901) 0.09( 3372) 4 0.05 -0.03 0.02 0.06( 4925) 0.05( 5947) 0.00(*****) 0.06( 4925) 0.11( 2694) 5 0.05 -0.04 0.02 0.05( 5976) 0.05( 5925) 0.00(*****) 0.05( 5976) 0.10( 2975) 6 0.06 -0.04 0.02 0.06( 5162) 0.05( 5871) 0.00(*****) 0.06( 5162) 0.10( 2747) 7 0.05 -0.04 0.01 0.03(11422) 0.05( 6208) 0.00(*****) 0.03(11422) 0.07( 4068) 8 0.07 -0.01 0.06 0.17( 1647) 0.06( 4748) 0.00(*****) 0.17( 1647) 0.24( 1224) 9 0.00 0.00 0.00 -0.01( 9843) 0.00(24383) 0.00(*****) -0.01( 9843) -0.01( 7093) SC33 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 09:59 File: Level 2 - Grid 4 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid 4 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 19.00 SPAN 1 SPAN 2 SPAN 3 SPAN 4 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X7'6"2 4#5X15'6"3 4#5X15'0"4 3#5X15'0"5 2#5X6'0" 6 2#5X6'0"7 4#5X12'0"8 3#5X12'0"9 3#5X11'6"10 2#5X5'0" 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 2.00 2.00 7.75 235 1.25 1.25 7.75 235 1.25 1.25 7.75 235 4.50 4.50 4.50 235 16.49 152.70 16.49 152.70 16.49 152.70 16.49 152.70 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 5#5X13'0"12 4#5X8'6" 13 5#5X10'0" 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 1.3 2.6 1.6 3.2 1.15 2.23 2.96 1.94 1.94 1.94 1.74 1.74 1.15 1.19 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.88- 129.68- 26.43 OK 0.72- 116.12 4.97 OK 0.70- 115.71 0.14 OK --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 972.6 ft3 Area covered = 1296.8 ft2 MILD STEEL Total weight of rebar = 493.5 lb Average rebar usage = 0.381 lb/ft2, 0.507 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 415.3 lb Average tendon usage = 0.320 lb/ft2, 0.427 lb/ft3 11 - DESIGNER'S NOTES SC34 b = 171" 5B18 5B36 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 Span 1 Span 2 Span 3 Span 4 Deflection Diagrams File: Level 2 - Grid 4 - Distributed Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.11 0.04 0.08 0.25( 1166) 0.09( 3048) 0.00(*****) 0.33( 867) 0.40( 723) 2 0.04 -0.03 -0.01 -0.04( 7572) 0.04( 7461) 0.00(*****) -0.03(11406) 0.04( 7815) 3 0.06 -0.03 0.00 -0.01(21354) 0.05( 5319) 0.00(*****) 0.05( 6188) 0.08( 3445) 4 0.03 0.03 0.04 0.12( 1874) 0.03( 8393) 0.00(*****) 0.15( 1560) 0.17( 1380) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ 1 0.11 0.04 0.08 0.25( 1166) 0.09( 3048) 0.00(*****) 0.25( 1166) 0.34( 843) 2 0.04 -0.03 -0.01 -0.04( 7572) 0.04( 7461) 0.00(*****) -0.04( 7572) -0.02(11643) 3 0.06 -0.03 0.00 -0.01(21354) 0.05( 5319) 0.00(*****) -0.01(21354) 0.05( 5556) 4 0.03 0.03 0.04 0.12( 1874) 0.03( 8393) 0.00(*****) 0.12( 1874) 0.15( 1532) SC35 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 26 - 2021 Time: 10:05 File: Level 2 - Grid 5 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid 5 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]5.00 7.00 24.00 24.00 19.00 8.00 8.00 L-Cant SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 SPAN 6 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X8'6"2 3#5X11'0"3 4#5X15'0"4 3#5X15'0"5 2#5X10'0"6 2#5X5'6"7 2#5X3'0" 8 1#5X5'6"9 2#5X9'6"10 3#5X12'0"11 3#5X11'6"12 2#5X9'0"13 1#5X5'6"14 1#5X3'0" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 - TENDON PROFILE 4.1 Datum Line 4.2 CGS Distance A [in] 4.6 CGS Distance B [in] 4.10 CGS Distance C [in] 4.14 Force/Width [kips/ft]4.15 Precompression P/A [psi] 4.3 Force A [kips] 4.7 Force B [kips] 4.11 Force C [kips] 4.50 4.50 4.50 4.50 148.5 4.50 5.00 148.5 1.25 1.25 7.75 148.5 1.25 1.25 7.75 148.5 2.00 2.00 4.50 148.5 4.50 4.50 4.50 148.5 4.50 4.50 4.50 148.5 16.50 152.78 16.50 152.78 16.50 152.78 16.50 152.78 16.50 152.78 16.50 152.78 16.50 152.78 .00 .00 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 1 1 11 1 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max0.0 0.6 1.2 1.8 2.4 0.730.73 1.26 1.26 1.94 1.94 1.74 1.74 1.091.09 0.730.73 0.73 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 --- 0.00 0.00 NA 0.50- 52.3628.52 OK 0.49- 78.22- 5.84 OK 0.46- 69.73- 11.86 OK --- 0.00 0.00 NA --- 0.00 0.00 NA --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 8 - LEGEND Stressing End Dead End 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 641.2 ft3 Area covered = 855.0 ft2 MILD STEEL Total weight of rebar = 320.3 lb Average rebar usage = 0.375 lb/ft2, 0.500 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 287.6 lb Average tendon usage = 0.336 lb/ft2, 0.448 lb/ft3 11 - DESIGNER'S NOTES SC36 b = 108" B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 12 - DEFLECTIONS 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0 -0.02 Left CantileverSpan 1 Span 2 Span 3 Span 4 Span 5 Span 6 Deflection Diagrams File: Level 2 - Grid 5 - Distributed Deflection [in]Service Env. Max Total Service Env. Min Total Service Env. Max Sust.Service Env. Min Sust. 14 - MAXIMUM S P A N D E F L E C T I O N S ============================================================================== Concrete`s modulus of elasticity .............. Ec = 4031.00 ksi Creep factor .................................. K = 2.00 Where stresses exceed 6(fc`)^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.02 0.01 0.02 0.05( 1107) 0.01( 4082) 0.00(*****) 0.07( 889) 0.08( 772) 1 -0.01 0.00 0.00 -0.01( 6604) 0.00(18128) 0.00(*****) -0.02( 4973) -0.02( 4172) 2 0.06 0.01 0.03 0.09( 3043) 0.06( 4989) 0.00(*****) 0.15( 1966) 0.19( 1542) 3 0.06 -0.02 0.00 0.01(19955) 0.05( 5683) 0.00(*****) 0.06( 5073) 0.09( 3133) 4 0.02 -0.01 0.00 0.01(29836) 0.02(12522) 0.00(*****) 0.02(10441) 0.03( 6728) 5 0.00 0.00 0.00 0.00(*****) 0.00(54877) 0.00(*****) 0.00(44786) 0.00(28974) 6 0.00 0.00 0.00 0.01(16743) 0.00(56859) 0.00(*****) 0.01(13243) 0.01(11391) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+PT DL+SDL DL+SDL+PT LL XL SUSTAINED TOTAL +PT +CREEP -1-----2------3------4--------5-------------6-------------7-------------8-------------9------ CL 0.02 0.01 0.02 0.05( 1107) 0.01( 4082) 0.00(*****) 0.05( 1107) 0.07( 870) 1 -0.01 0.00 0.00 -0.01( 6604) 0.00(18128) 0.00(*****) -0.01( 6604) -0.02( 4840) 2 0.06 0.01 0.03 0.09( 3043) 0.06( 4989) 0.00(*****) 0.09( 3043) 0.15( 1892) 3 0.06 -0.02 0.00 0.01(19955) 0.05( 5683) 0.00(*****) 0.01(19955) 0.06( 4660) 4 0.02 -0.01 0.00 0.01(29836) 0.02(12522) 0.00(*****) 0.01(29836) 0.02( 9704) 5 0.00 0.00 0.00 0.00(*****) 0.00(54877) 0.00(*****) 0.00(*****) 0.00(41547) 6 0.00 0.00 0.00 0.01(16743) 0.00(56859) 0.00(*****) 0.01(16743) 0.01(12942) SC37 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION SC38 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Angled HSS Column Base Plate Page: Specifier: E-Mail: Date: 1 2/11/2021 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Item number: not available Effective embedment depth: hef = 6.500 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.500 in. Anchor plateR : lx x ly x t = 18.000 in. x 21.000 in. x 1.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. Base material: cracked concrete, 5000, fc' = 5,000 psi; h = 9.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] SC39 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Angled HSS Column Base Plate Page: Specifier: E-Mail: Date: 2 2/11/2021 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 3,300; Mx = 648,000; My = 0; Mz = 0; no 95 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Concrete Breakout Failure 35,192 37,317 95 / -OK Shear Steel Strength 825 18,674 - / 5 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads 0.943 0.044 1.000 83 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! SC40 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Steel Plate Design: Bending Capacity: L =0.74 ft Mu =27.0 k-ft d =1.50 in (Select 1.5''x18'' plate) t =18.00 in Lb =1.50 ft Cb =1.00 Fy =36 ksi Sx =6.75 in3 Zx =10.13 in3 Lbd/t2 =0.1 My =243.0 k-in Mp =364.5 k-in Mn =364.5 k-in ØMn =27.3 k-ft E =29000 ksi Ix =3.38 in4 Δa =#REF! in L/#REF! SC41 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Blodgett Weld Design Weld Description:Angled Column Weld Weld Information: FEXX = 70 ksi Electrode Classification Number Base Material = tbase =0.625 in Thickness of base material or HSS wall for flare grove Fu = 58 ksi Base material rupture strength Weld Type = ETF =0.800 Effective Throat Factor (Sections J2.1a, J2.2a) φv =0.75 (Section J2.4) φt =0.8 (Section J2.4) Weld Geometry: Weld Shape =(See Blodgett Weld Type Chart) b =6 in Width of weld group d =6 in Depth of weld group Cx =3 in Max distance along x-axis from CG of weld to edge of weld Cy =3 in Max distance along y-axis from CG of weld to edge of weld Sx =48.00 in2/in Bending about x-axis Sy =48.00 in2/in Bending about y-axis J = 288.00 in4/in Twisting Lw =24.00 in Total length of weld group Forces on Weld Group:Stresses on Weld Group Fz =36 kip Axial Force (Z)fa =1.50 kip/in Fx =0 kip Shear Force (X)fvx =0.00 kip/in Fy =0 kip Shear Force (Y)fvy =0.00 kip/in Mx =648 kip-in Moment about (X)fmx =13.50 kip/in My =0 kip-in Moment about (Y)fmy =0.00 kip/in Tz =0 kip-in Torsion about (Z)ftx =0.00 kip/in fty =0.00 kip/in Resultant Force: fr/φ =18.75 kip/in Required Weld Size: wreqd =0.558 in Specify Weld Size: Weld = weld =0.625 in DCR =0.89 Minmum Weld Size: wmin =0.313 w > wmin OK Minimum Base Metal Thickness:(To match rupture strength of weld) tbase, reqd =0.603 in tbase > treq'd OK SC42 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Level 2 Slab Overhang Inputs L =2 ft SDL =50 psf LLred =60 psf Loads wu =291 psf wallow =222.5 psf Vu =0.6 k/ft Mu =0.6 k-ft/ft Shear Check t =9 in clr cover =1.25 in f'c =5000 psi Fy =60 ksi Bar Diam =0.625 in d =7.44 in fVc =9.5 k/ft Moment Check As,reqd =0.02 in2 a =0.02 in As,reqd =0.02 in2 s,reqd =211.4 in Deflection Check E =4031 ksi I =729 in4/ft delta =0.00 in L/880372 SC43 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Column Load Takeoff4th DimensionNR =Non ReducibleP =ParkingS =SnowColumn B1LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.07.33100000.004NR174.0906.00.00.00.00.00.00.0000.00.00.05.40.05.40.041124.07.344400000.004174.0906.020.015.820.620.616.020.0000.00.00.07.73.513.13.531024.07.344400000.004174.0906.020.015.820.620.616.020.0000.00.00.07.73.520.76.921024.07.319400090.004NR174.0906.020.015.80.416.016.040.0000.00.019.622.97.043.613.911724.07.320100181880.004NR174.0906.049.939.549.249.240.0100.0000.05.717.426.617.470.231.3Fndn108.04.5040181840.004P36.0906.020.015.819.219.232.032.0000.03.41.85.21.275.432.5Pu,col =134.3 k (above SOG)Preq'd,footing =107.8kFooting =F-8Column B2LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.020.03100000.004NR480.02569.00.00.00.00.00.00.0000.00.00.014.90.014.90.041124.020.044400000.004480.02569.015.9-37.420.620.616.016.0000.00.00.021.17.736.07.731024.020.044400000.004480.02569.015.9-37.420.620.616.016.0000.00.00.021.17.757.115.421024.020.019400090.004480.02569.015.9-37.40.416.016.016.0000.00.054.063.17.7120.223.011724.020.020100181880.004NR480.02569.039.8-93.549.249.240.0100.0000.05.748.063.348.0183.671.0Fndn1013.013.0040181840.004P169.02569.015.9-37.419.219.232.032.0000.03.48.511.85.4195.476.4Pu,col =334.0 k (above SOG)Preq'd,footing =271.9kFooting =F-13Column B3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.018.03100000.004NR432.02316.00.00.00.00.00.00.0000.00.00.013.40.013.40.041124.018.044400000.004432.02316.016.2-29.320.620.616.016.2000.00.00.019.07.032.47.031024.018.044400000.004432.02316.016.2-29.320.620.616.016.2000.00.00.019.07.051.414.021024.018.02640.50090.004NR432.02316.016.4-29.7-0.816.216.240.5000.00.048.659.817.5111.231.511724.018.020100181880.004NR432.02316.040.6-73.349.249.240.0100.0000.05.743.257.643.2168.874.7Fndn1013.012.0040181840.004P156.02316.016.2-29.319.219.232.032.0000.03.47.811.25.0180.079.7Pu,col =322.1 k (above SOG)Preq'd,footing =259.7kFooting =F-13Column B4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.01.53100000.004NR36.0921.00.00.00.00.00.00.0000.00.00.01.10.01.10.041124.01.544400000.00436.0921.019.915.320.620.616.019.9000.00.00.01.60.72.70.731024.01.544400000.00436.0921.019.915.320.620.616.019.9000.00.00.01.60.74.31.421024.014.5431000090.004NR348.0921.049.738.341.041.040.0100.0000.00.039.254.134.858.436.211724.014.520100181880.004NR348.0921.049.738.349.249.240.0100.0000.05.734.847.534.8105.971.0Fndn1013.09.0040181840.004P117.0921.019.915.319.219.232.032.0000.03.45.99.23.7115.174.8Pu,col =240.7 k (above SOG)Preq'd,footing =189.9kFooting =F-11SC44B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Column C4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.01.53100000.004NR36.0867.00.00.00.00.00.00.0000.00.00.01.10.01.10.041124.01.544400000.00436.0867.020.217.120.620.616.020.2000.00.00.01.60.72.70.731024.01.544400000.00436.0867.020.217.120.620.616.020.2000.00.00.01.60.74.31.521024.014.5431000090.004NR348.0867.050.542.641.042.640.0100.0000.00.039.254.134.858.436.311724.014.520100181880.004NR348.0867.050.542.649.249.240.0100.0000.05.734.847.534.8105.971.1Fndn107.09.0040181840.004P63.0867.020.217.119.219.232.032.0000.03.43.26.52.0112.473.1Pu,col =240.8 k (above SOG)Preq'd,footing =185.5kFooting =F-11Column D3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.018.03100000.004NR432.02329.00.00.00.00.00.00.0000.00.00.013.40.013.40.041124.018.044400000.004432.02329.016.2-29.720.620.616.016.2000.00.00.019.07.032.47.031024.018.044400000.004432.02329.016.2-29.720.620.616.016.2000.00.00.019.07.051.414.021024.018.02640.50090.004NR432.02329.016.4-30.1-0.816.216.240.5000.00.048.659.817.5111.231.511724.018.020100181880.004NR432.02329.040.5-74.349.249.240.0100.0000.05.743.257.643.2168.874.7Fndn1013.013.0040181840.004P169.02329.016.2-29.719.219.232.032.0000.03.48.511.85.4180.680.1Pu,col =322.1 k (above SOG)Preq'd,footing =260.8kFooting =F-13Column D4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.01.53100000.004NR36.0925.00.00.00.00.00.00.0000.00.00.01.10.01.10.041124.01.544400000.00436.0925.019.915.220.620.616.019.9000.00.00.01.60.72.70.731024.01.544400000.00436.0925.019.915.220.620.616.019.9000.00.00.01.60.74.31.421024.014.5431000090.004NR348.0925.049.738.041.041.040.0100.0000.00.039.254.134.858.436.211724.014.520100181880.004NR348.0925.049.738.049.249.240.0100.0000.05.734.847.534.8105.971.0Fndn1011.011.0040181840.004P121.0925.019.915.219.219.232.032.0000.03.46.19.43.9115.374.9Pu,col =240.7 k (above SOG)Preq'd,footing =190.2kFooting =F-11Column E3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.016.83100000.004NR402.02211.60.00.00.00.00.00.0000.00.00.012.50.012.50.041124.016.844400000.004402.02211.616.4-26.020.620.616.016.4000.00.00.017.76.630.26.631024.016.844400000.004402.02211.616.4-26.020.620.616.016.4000.00.00.017.76.647.813.221024.016.824.740.50090.004NR402.02211.616.6-26.3-0.616.216.240.5000.00.045.255.216.3103.029.411724.016.820100181880.004NR402.02211.640.9-64.949.249.240.0100.0000.05.740.254.040.2157.069.6Fndn2012.016.8540181840.004P201.62211.616.4-26.018.118.132.032.0000.06.810.117.86.5174.876.1Pu,col =299.8 k (above SOG)Preq'd,footing =250.9kFooting =F-13SC45B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Column F1LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.07.33100000.004NR174.0902.00.00.00.00.00.00.0000.00.00.05.40.05.40.041124.07.344400000.004174.0902.020.015.920.620.616.020.0000.00.00.07.73.513.13.531024.07.344400000.004174.0902.020.015.920.620.616.020.0000.00.00.07.73.520.77.021024.07.319400090.004NR174.0902.020.015.90.416.016.040.0000.00.019.622.97.043.613.911724.07.32040181880.004P174.0902.020.015.93.016.032.032.0000.05.717.426.65.670.219.5Fndn208.04.0040181880.004P32.0902.020.015.97.716.032.032.0000.06.83.210.01.080.220.5Pu,col =115.4 k (above SOG)Preq'd,footing =100.7kFooting =F-8Column F2LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.019.53100000.004NR468.02808.00.00.00.00.00.00.0000.00.00.014.50.014.50.041124.019.544400000.004468.02808.015.7-45.120.620.616.016.0000.00.00.020.67.535.17.531024.019.544400000.004468.02808.015.7-45.120.620.616.016.0000.00.00.020.67.555.715.021024.019.519400090.004468.02808.015.7-45.10.416.016.016.0000.00.052.761.57.5117.222.511724.019.52040181880.004P468.02808.015.7-45.13.016.032.032.0000.05.746.861.915.0179.137.4Fndn2024.019.5040181880.004P468.02808.015.7-45.17.716.032.032.0000.06.846.853.615.0232.752.4Pu,col =274.9 k (above SOG)Preq'd,footing =285.1kFooting =F-13Column F3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof024.018.03100000.004NR432.02316.00.00.00.00.00.00.0000.00.00.013.40.013.40.041124.018.044400000.004432.02316.016.2-29.320.620.616.016.2000.00.00.019.07.032.47.031024.018.044400000.004432.02316.016.2-29.320.620.616.016.2000.00.00.019.07.051.414.021024.018.029.440.50090.004NR432.02316.016.4-29.7-1.616.216.240.5000.00.048.661.317.5112.731.511724.018.02040181880.004P432.02316.016.2-29.33.016.032.032.0000.05.743.257.613.8170.345.3Fndn2013.012.0540181840.004P156.02316.016.2-29.318.118.132.032.0000.06.87.815.35.0185.650.3Pu,col =276.9 k (above SOG)Preq'd,footing =236.0kFooting =F-12Column F4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof019.51.53100000.004NR29.3487.50.00.00.00.00.00.0000.00.00.00.90.00.90.041119.51.544400000.00429.3487.523.629.220.629.216.023.6000.00.00.01.30.72.20.731019.51.544400000.00429.3487.523.629.220.629.216.023.6000.00.00.01.30.73.51.421019.57.3451000090.004NR141.4487.559.073.040.573.040.0100.0000.00.015.922.314.125.715.511719.57.32040181880.004P141.4487.523.629.23.029.232.032.0000.05.714.122.74.548.420.0Fndn2013.09.0540181840.004P117.0487.523.629.218.129.232.032.0000.06.85.913.23.761.623.8Pu,col =90.2 k (above SOG)Preq'd,footing =85.4kFooting =F-7SC46B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Column G4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof019.51.53100000.004NR29.3438.80.00.00.00.00.00.0000.00.00.00.90.00.90.041119.51.544400000.00429.3438.824.330.820.630.816.024.3000.00.00.01.30.72.20.731019.51.544400000.00429.3438.824.330.820.630.816.024.3000.00.00.01.30.73.51.421019.56.0451000090.004NR117.0438.860.876.940.576.940.0100.0000.00.013.218.411.721.913.111719.56.02040181880.004P117.0438.824.330.83.030.832.032.0000.05.711.719.83.741.716.9Fndn2019.56.0540181840.004P117.0438.824.330.818.130.832.032.0000.06.85.913.23.754.920.6Pu,col =77.0 k (above SOG)Preq'd,footing =75.5kFooting =F-7Column H5LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof00.00.0000000.0040.0432.00.00.00.00.00.00.0000.00.00.00.00.00.00.04110.00.0000000.0040.0432.00.00.00.00.00.00.0000.00.00.00.00.00.00.03100.00.0000000.0040.0432.00.00.00.00.00.00.0000.00.00.00.00.00.00.02100.00.0000090.0040.0432.00.00.00.00.00.00.0000.00.00.00.00.00.00.011724.09.054000824.0214P216.0432.024.431.06.531.032.032.0008.60.021.631.26.931.26.9Fndn2024.09.000181800.004P216.0432.00.00.00.00.00.00.0000.06.80.06.80.038.06.9Pu,col =48.6 k (above SOG)Preq'd,footing =44.9kFooting =F-5Column I3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof016.315.631250000.004NR255.21528.911.0-2.612.112.110.025.0000.00.00.07.96.47.96.441116.315.644400000.004254.71528.917.7-4.120.620.616.017.7000.00.00.011.24.519.110.931016.315.644400000.004254.71528.917.7-4.120.620.616.017.7000.00.00.011.24.530.315.421016.315.62640.50090.004NR254.71528.917.9-4.2-0.816.216.240.5000.00.028.735.310.365.625.711716.315.62040181880.004P254.71528.917.7-4.13.016.032.032.0000.05.725.536.38.2101.933.9Fndn2016.315.6040181880.004P254.71528.917.7-4.17.716.032.032.0000.06.825.532.28.2134.142.0Pu,col =176.5 k (above SOG)Preq'd,footing =176.1kFooting =F-10Column I4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof016.31.531250000.004NR24.5367.216.020.712.120.710.025.0000.00.00.00.80.60.80.641116.31.544400000.00424.5367.225.733.020.633.016.025.7000.00.00.01.10.61.81.231016.31.544400000.00424.5367.225.733.020.633.016.025.7000.00.00.01.10.62.91.921016.36.0451000090.004NR98.0367.264.182.640.582.640.0100.0000.00.011.015.49.818.311.711716.36.02040181880.004P98.0367.225.733.03.033.032.032.0000.05.79.817.53.135.814.8Fndn2016.36.0540181840.004P97.8367.225.733.018.133.032.032.0000.06.84.912.13.148.017.9Pu,col =66.7 k (above SOG)Preq'd,footing =65.9kFooting =F-6SC47B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Column J3LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof04.315.83100000.004NR68.2408.70.00.00.00.00.00.0000.00.00.02.10.02.10.04114.315.844400000.00468.2408.724.831.720.631.716.024.8000.00.00.03.01.75.11.73104.315.844400000.00468.2408.724.831.720.631.716.024.8000.00.00.03.01.78.13.42104.315.823.538.40090.004NR68.2408.723.830.4-1.930.415.438.4000.00.07.79.32.617.46.01174.315.82040181880.004P68.2408.724.831.73.031.732.032.0000.05.76.813.92.231.38.2Fndn204.315.8040181840.004P67.7408.724.831.719.231.732.032.0000.06.83.410.12.241.410.4Pu,col =50.7 k (above SOG)Preq'd,footing =51.8kFooting =F-6Column J4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof04.31.03100000.004NR4.390.70.00.00.00.00.00.0000.00.00.00.10.00.10.04114.31.044400000.0044.390.741.541.920.641.916.041.5000.00.00.00.20.20.30.23104.31.044400000.0044.390.741.541.920.641.916.041.5000.00.00.00.20.20.50.42104.36.0431000090.004NR26.090.7103.7104.741.0104.740.0100.0000.00.02.94.02.64.63.01174.36.02040181880.004P26.090.741.541.93.041.941.541.5000.05.72.68.91.113.44.0Fndn204.36.0040181840.004P25.890.741.541.919.241.941.541.5000.06.81.38.01.121.45.1Pu,col =22.5 k (above SOG)Preq'd,footing =26.6kFooting =F-4WallsLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof023.013.02200004NR299.01652.30.00.00.00.00.00.0000.00.00.06.60.06.60.041119.011.04010000064.0844NR209.01652.343.5-20.267.767.740.0100.00059.10.00.067.520.974.120.931019.011.04010000064.0844NR209.01652.343.5-20.267.767.740.0100.00053.80.00.062.120.9136.241.821021.514.54010000964.0844NR311.81652.343.5-20.241.741.740.0100.0-7053.80.035.194.331.2230.573.011721.514.52010000864.0844NR311.81652.343.5-20.249.249.240.0100.0-6091.40.031.2123.031.2353.6104.2Fndn1021.514.504000464.01004P311.81652.317.4-8.119.219.232.032.00064.00.015.679.610.0433.2114.1Pu,col =590.9 k (above SOG)Preq'd,footing =547.3kFooting =F-17WallsLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof021.016.32200004NR341.32676.40.00.00.00.00.00.02000.00.00.027.50.027.50.041117.014.84010000062.0844NR185.42676.439.5-102.167.767.740.0100.00057.30.00.064.718.592.218.531017.014.84010000062.0844NR185.42676.439.5-102.167.767.740.0100.00052.10.00.059.518.5151.737.121024.828.24010000962.0844NR632.32676.439.5-102.141.741.740.0100.00052.10.071.1148.563.2300.2100.311724.832.62010000890.0844NR741.22676.439.5-102.149.249.240.0100.000128.50.074.1217.574.1517.7174.4Fndn1027.024.304000590.01004P590.82676.415.8-40.816.316.332.032.00090.00.036.9126.918.9644.6193.3Pu,col =900.3 k (above SOG)Preq'd,footing =837.9kFooting =F-17South CoreMiddle CoreSC48B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION WallsLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof020.728.82200004NR594.33255.00.00.00.00.00.00.0000.00.00.013.10.013.10.041120.728.8404000056.0844594.33255.015.3-59.421.521.516.016.00051.70.00.075.59.588.69.531020.728.8404000056.0844594.33255.015.3-59.421.521.516.016.00047.00.00.070.89.5159.419.021020.728.8404000956.0844594.33255.015.3-59.4-4.516.016.016.0-71247.00.066.9130.721.3290.140.311720.728.8204000856.0844P594.33255.015.3-59.43.016.032.032.0-61080.00.059.4145.528.5435.668.8Fndn2013.720.804000456.01004P283.73255.015.3-59.419.219.232.032.000112.00.014.2126.29.1561.877.9Pu,col =632.9 k (above SOG)Preq'd,footing =639.7kFooting =F-17WallGrid AFull HeightLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof012.060.03100000.004NR720.03720.00.00.00.00.00.00.0000.00.00.022.30.022.341112.060.044400000.004720.03720.014.9-74.220.620.616.016.0000.00.00.031.711.554.031012.060.044400000.004720.03720.014.9-74.220.620.616.016.0000.00.00.031.711.585.721012.060.019400090.004720.03720.014.9-74.20.416.016.016.0000.00.081.094.711.5180.411.511712.060.020100185480.004NR720.03720.037.3-185.649.249.240.0100.0200.017.272.0105.672.0286.083.5Fndn102.060.00401054460.01004P120.03720.014.9-74.219.219.232.032.00060.05.66.071.63.8357.687.4Pu,col =513.7 k (above SOG)Preq'd,footing =468.0kFooting =F-17WallGrid 1Level 1 Wall OnlyLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof00.00.03100000.004NR0.01632.00.00.00.00.00.00.0000.00.00.00.00.00.04110.00.044400000.0040.01632.017.4-7.420.620.616.017.4000.00.00.00.00.00.03100.00.044400000.0040.01632.017.4-7.420.620.616.017.4000.00.00.00.00.00.02100.00.019400090.0040.01632.017.4-7.40.416.016.016.0000.00.00.00.00.00.00.01177.5192.020620080.004NR1440.01632.027.0-11.520.024.824.862.0000.00.0144.0172.889.3172.889.3Fndn101.0192.0040004192.01004P192.01632.017.4-7.419.219.232.032.000192.00.09.6201.66.1374.495.4Pu,col =350.2 k (above SOG)Preq'd,footing =469.8kFooting =F-17WallGrid 5 (1) BayLevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof00.00.0000000.004NR0.0528.00.00.00.00.00.00.0000.00.00.00.00.00.04110.00.0000000.0040.0528.00.00.00.00.00.00.0000.00.00.00.00.00.03100.00.0000000.0040.0528.00.00.00.00.00.00.0000.00.00.00.00.00.02109.024.04310000924.0304NR216.0528.057.669.841.069.840.0100.0007.20.024.340.821.640.821.61179.024.02010000824.0844NR216.0528.057.669.849.269.840.0100.00034.30.021.660.221.6101.043.2Fndn104.024.00000024.01004P96.0528.00.00.00.00.00.00.00024.00.00.024.00.0125.043.2Pu,col =190.3 k (above SOG)Preq'd,footing =168.2kFooting =F-10WallGrid 4LevelStory Height (ft)Trib Width (ft)Trib Length (ft)SDL (psf)LL (psf)Column Width (in)Column Length (in)Slab Thick (in)Ext Wall Length (ft)Ext Wall Weight (psf)KLLNR or P?Trib Area (ft2)ΣTrib Area (ft2)LLr (psf) (16-23)LLr (psf) (16-24)LLr (psf) (16-25)LLr (psf) 1607.10.2LLmin (psf)LLuse (psf)Add'l DL (k)Add'l LL (k)PDL,ext (k)PDL,col (k)PDL,slab (k)PDL (k) PLL (k) ΣPDL (k) ΣPLL (k)Roof00.00.0000000.0040.0522.30.00.00.00.00.00.0000.00.00.00.00.00.04110.00.0000000.0040.0522.30.00.00.00.00.00.0000.00.00.00.00.00.03100.00.0000000.0040.0522.30.00.00.00.00.00.0000.00.00.00.00.00.02100.00.0000090.0040.0522.30.00.00.00.00.00.0000.00.00.00.00.00.00.011749.08.720400080.004P424.3522.323.128.13.028.132.032.0000.00.042.450.913.650.913.6Fndn2049.02.054000849.01004P98.0522.323.128.16.528.132.032.00098.00.09.8108.33.1159.216.7Pu,col =82.8 k (above SOG)Preq'd,footing =175.9kFooting =F-10North CoreSC49B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION F5 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #5 Trial Area Of Steel (in2) = 1 Footing Width (ft) = 5 Footing Depth, h (in) = 8 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2600 d (in) = 4.69 Two-Way Shear (Punching Shear): b0,square (in) = 90.8 b0, rect. (in) = 90.8 b0,round (in) = 71.3 fVc (k) = 69.9 fVc (k) = 69.9 fVc (k) = 54.9 Vu (k) = 55.7 OK Vu (k) = 55.7 OK Vu (k) = 57.7 NG!!*ld Avail. (in) = 18 *ld Avail. (in) = 18 *ld Avail. (in) = 18 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 23.1 Vu,SQUARE (k) = 17.7 OK Vu,RECT (k) = 17.7 OK Vu,ROUND (k) = 17.7 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 19.9 a (in) = 0.39 As,REQ'D (in2) = 0.98 <<<Controls 0.86 n,REQ'D = 4.0 Choose (4) #5 EA WAY, As = 1.24 in2 Maximum Allowable Load (k) = 46.6 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC50 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F6 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #5 Trial Area Of Steel (in2) = 1.25 Footing Width (ft) = 6 Footing Depth, h (in) = 10 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2570 d (in) = 6.69 Two-Way Shear (Punching Shear): b0,square (in) = 98.8 b0, rect. (in) = 98.8 b0,round (in) = 77.6 fVc (k) = 108.5 fVc (k) = 108.5 fVc (k) = 85.2 Vu (k) = 81.6 OK Vu (k) = 81.6 OK Vu (k) = 84.0 OK*ld Avail. (in) = 24 *ld Avail. (in) = 24 *ld Avail. (in) = 24 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 39.6 Vu,SQUARE (k) = 26.1 OK Vu,RECT (k) = 26.1 OK Vu,ROUND (k) = 26.1 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 39.0 a (in) = 0.41 As,REQ'D (in2) = 1.34 <<<Controls 1.30 n,REQ'D = 5.0 Choose (5) #5 EA WAY, As = 1.55 in2 Maximum Allowable Load (k) = 66.2 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC51 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F7 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #5 Trial Area Of Steel (in2) = 1.8 Footing Width (ft) = 7 Footing Depth, h (in) = 12 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2540 d (in) = 8.69 Two-Way Shear (Punching Shear): b0,square (in) = 106.8 b0, rect. (in) = 106.8 b0,round (in) = 83.8 fVc (k) = 152.4 fVc (k) = 152.4 fVc (k) = 119.7 Vu (k) = 111.9 OK Vu (k) = 111.9 OK Vu (k) = 114.6 OK*ld Avail. (in) = 30 *ld Avail. (in) = 30 *ld Avail. (in) = 30 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 60.0 Vu,SQUARE (k) = 36.0 OK Vu,RECT (k) = 36.0 OK Vu,ROUND (k) = 36.0 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 67.2 a (in) = 0.50 As,REQ'D (in2) = 1.77 1.81 <<<Controls n,REQ'D = 6.0 Choose (6) #5 EA WAY, As = 1.86 in2 Maximum Allowable Load (k) = 88.9 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC52 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F8 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #6 Trial Area Of Steel (in2) = 2.8 Footing Width (ft) = 8 Footing Depth, h (in) = 12 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2540 d (in) = 8.63 Two-Way Shear (Punching Shear): b0,square (in) = 106.5 b0, rect. (in) = 106.5 b0,round (in) = 83.6 fVc (k) = 150.9 fVc (k) = 150.9 fVc (k) = 118.5 Vu (k) = 150.1 OK Vu (k) = 150.1 OK Vu (k) = 152.7 NG!!*ld Avail. (in) = 36 *ld Avail. (in) = 36 *ld Avail. (in) = 36 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 68.0 Vu,SQUARE (k) = 51.4 OK Vu,RECT (k) = 51.4 OK Vu,ROUND (k) = 51.4 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 107.3 a (in) = 0.69 As,REQ'D (in2) = 2.88 <<<Controls 2.07 n,REQ'D = 7.0 Choose (7) #6 EA WAY, As = 3.08 in2 Maximum Allowable Load (k) = 116.1 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC53 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F9 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #6 Trial Area Of Steel (in2) = 3.4 Footing Width (ft) = 9 Footing Depth, h (in) = 14 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2510 d (in) = 10.63 Two-Way Shear (Punching Shear): b0,square (in) = 114.5 b0, rect. (in) = 114.5 b0,round (in) = 89.9 fVc (k) = 199.9 fVc (k) = 199.9 fVc (k) = 157.0 Vu (k) = 189.0 OK Vu (k) = 189.0 OK Vu (k) = 192.1 NG!!*ld Avail. (in) = 42 *ld Avail. (in) = 42 *ld Avail. (in) = 42 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 94.3 Vu,SQUARE (k) = 64.7 OK Vu,RECT (k) = 64.7 OK Vu,ROUND (k) = 64.7 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 158.8 a (in) = 0.74 As,REQ'D (in2) = 3.44 <<<Controls 2.72 n,REQ'D = 8.0 Choose (8) #6 EA WAY, As = 3.52 in2 Maximum Allowable Load (k) = 144.9 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC54 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F10 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #6 Trial Area Of Steel (in2) = 4 Footing Width (ft) = 10 Footing Depth, h (in) = 16 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2480 d (in) = 12.63 Two-Way Shear (Punching Shear): b0,square (in) = 122.5 b0, rect. (in) = 122.5 b0,round (in) = 96.2 fVc (k) = 254.1 fVc (k) = 254.1 fVc (k) = 199.6 Vu (k) = 231.8 OK Vu (k) = 231.8 OK Vu (k) = 235.3 NG!!*ld Avail. (in) = 48 *ld Avail. (in) = 48 *ld Avail. (in) = 48 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 124.5 Vu,SQUARE (k) = 79.3 OK Vu,RECT (k) = 79.3 OK Vu,ROUND (k) = 79.3 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 224.0 a (in) = 0.78 As,REQ'D (in2) = 4.07 <<<Controls 3.46 n,REQ'D = 10.0 Choose (10) #6 EA WAY, As = 4.4 in2 Maximum Allowable Load (k) = 176.3 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC55 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F11 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #6 Trial Area Of Steel (in2) = 4.7 Footing Width (ft) = 11 Footing Depth, h (in) = 18 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2450 d (in) = 14.63 Two-Way Shear (Punching Shear): b0,square (in) = 130.5 b0, rect. (in) = 130.5 b0,round (in) = 102.5 fVc (k) = 313.6 fVc (k) = 313.6 fVc (k) = 246.3 Vu (k) = 278.3 OK Vu (k) = 278.3 OK Vu (k) = 282.2 NG!!*ld Avail. (in) = 54 *ld Avail. (in) = 54 *ld Avail. (in) = 54 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 158.6 Vu,SQUARE (k) = 95.2 OK Vu,RECT (k) = 95.2 OK Vu,ROUND (k) = 95.2 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 304.0 a (in) = 0.84 As,REQ'D (in2) = 4.76 <<<Controls 4.28 n,REQ'D = 11.0 Choose (11) #6 EA WAY, As = 4.84 in2 Maximum Allowable Load (k) = 210.3 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC56 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F12 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 5.4 Footing Width (ft) = 12 Footing Depth, h (in) = 20 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2420 d (in) = 16.56 Two-Way Shear (Punching Shear): b0,square (in) = 138.3 b0, rect. (in) = 138.3 b0,round (in) = 108.6 fVc (k) = 376.2 fVc (k) = 376.2 fVc (k) = 295.5 Vu (k) = 328.4 OK Vu (k) = 328.4 OK Vu (k) = 332.7 NG!!*ld Avail. (in) = 60 *ld Avail. (in) = 60 *ld Avail. (in) = 60 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 195.9 Vu,SQUARE (k) = 112.4 OK Vu,RECT (k) = 112.4 OK Vu,ROUND (k) = 112.4 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 400.2 a (in) = 0.88 As,REQ'D (in2) = 5.52 <<<Controls 5.18 n,REQ'D = 10.0 Choose (10) #7 EA WAY, As = 6 in2 Maximum Allowable Load (k) = 246.7 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC57 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F13 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 6.7 Footing Width (ft) = 13 Footing Depth, h (in) = 21 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2405 d (in) = 17.56 Two-Way Shear (Punching Shear): b0,square (in) = 142.3 b0, rect. (in) = 142.3 b0,round (in) = 111.7 fVc (k) = 410.5 fVc (k) = 410.5 fVc (k) = 322.4 Vu (k) = 385.3 OK Vu (k) = 385.3 OK Vu (k) = 389.9 NG!!*ld Avail. (in) = 66 *ld Avail. (in) = 66 *ld Avail. (in) = 66 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 225.1 Vu,SQUARE (k) = 134.0 OK Vu,RECT (k) = 134.0 OK Vu,ROUND (k) = 134.0 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 516.8 a (in) = 1.01 As,REQ'D (in2) = 6.73 <<<Controls 5.90 n,REQ'D = 12.0 Choose (12) #7 EA WAY, As = 7.2 in2 Maximum Allowable Load (k) = 287.4 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC58 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F14 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 7.1 Footing Width (ft) = 14 Footing Depth, h (in) = 24 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2360 d (in) = 20.56 Two-Way Shear (Punching Shear): b0,square (in) = 154.3 b0, rect. (in) = 154.3 b0,round (in) = 121.1 fVc (k) = 521.2 fVc (k) = 521.2 fVc (k) = 409.3 Vu (k) = 438.2 OK Vu (k) = 438.2 OK Vu (k) = 443.4 NG!!*ld Avail. (in) = 72 *ld Avail. (in) = 72 *ld Avail. (in) = 72 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 283.8 Vu,SQUARE (k) = 149.9 OK Vu,RECT (k) = 149.9 OK Vu,ROUND (k) = 149.9 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 645.3 a (in) = 0.99 As,REQ'D (in2) = 7.15 7.26 <<<Controls n,REQ'D = 13.0 Choose (13) #7 EA WAY, As = 7.8 in2 Maximum Allowable Load (k) = 326.0 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC59 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION F15 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure =1.36 fc' (psi) = 3000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 8.9 Footing Width (ft) = 15 Footing Depth, h (in) = 24 Square Col. Width (in) = 18 Rect. Col. Width (in) = 18 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 4 Net Fact'd Soil Pressure, qs (psf) = 2360 d (in) = 20.56 Two-Way Shear (Punching Shear): b0,square (in) = 154.3 b0, rect. (in) = 154.3 b0,round (in) = 121.1 fVc (k) = 521.2 fVc (k) = 521.2 fVc (k) = 409.3 Vu (k) = 506.6 OK Vu (k) = 506.6 OK Vu (k) = 511.9 NG!!*ld Avail. (in) = 78 *ld Avail. (in) = 78 *ld Avail. (in) = 78 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 304.1 Vu,SQUARE (k) = 178.3 OK Vu,RECT (k) = 178.3 OK Vu,ROUND (k) = 178.3 OK Required Area of Steel, A s,REQ'D : Column Dimension =18 Mu (k-ft) = 806.5 a (in) = 1.16 As,REQ'D (in2) = 8.97 <<<Controls 7.78 n,REQ'D = 15.0 Choose (15) #7 EA WAY, As = 9 in2 Maximum Allowable Load (k) = 374.3 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = SC60 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION SC61B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Braced Frame Footing Stability Analysis COFFMAN ENGINEERS Project: Footing ID or Location:Date: GEOMETRY: Distance to Left Edge L1 =6 ft Distance to Right Edge L2 =18 ft Column Spacing S =10.5 ft Footing Width B =12 ft Footing Thickness T =1.67 ft Depth of Soil Ds=0 in Slab Thickness t =0 in Slab Overhang x =0 ft Distance from Left Column to Add'l Load ℓOTHER1 =28 ft Distance from Left Column to Add'l Load ℓOTHER1 =0 ft LOADS: PCOL1 (k) PCOL2 (k)V (k)POTHER1 (k)POTHER2 (k) Dead 180 79.7 125 0 Live 115.1 74.8 43.2 0 Seismic Wind 0 0 0 Roof/Snow 0 0 0 0 Redundancy Factor r =1 Analysis Procedure ELF MATERIAL PROPERTIES: Allowable Bearing Pressure, including FS qa =2 ksf Soil Surcharge Weight wsoil =110 pcf Passive Equivalent Fluid Weight, including FS wp =400 pcf Soil Friction Coefficient, including FS μ =0.35 Concrete Weight γ =150 pcf Not all input cells have been filled. Please input all values above. BASIC LOAD COMBINATIONS ⇒DCR Bearing YES 1.00 2.00 ksf 0.71 ksf Sliding YES 0.00 ALTERNATE LOAD COMBINATIONS ⇒ Bearing YES 1.00 2.00 ksf 0.78 ksf Sliding YES 0.00 This footing is Example 3/1/21 4th Dimension B3/B4 Combined Footing with Grid 5 Engineer: ACCEPTABLE ↓(+), ↑(–) Select desired unit from drop-down menu (blue cells). Max Min Bearing ↓(+), ↑(–) L1 L2S B Ds T x x PCOL1 PCOL2 V POTHER1 POTHER2 ℓ P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Concrete Gravity\B3-B4 Combined Footing with Grid 5 3/1/2021 SC62 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Braced Frame Footing Stability Analysis COFFMAN ENGINEERS Project: Footing ID or Location: Date: GEOMETRY: Distance to Left Edge L1 =6 ft Distance to Right Edge L2 =2.5 ft Column Spacing S =10.5 ft Footing Width B =13 ft Footing Thickness T =1.75 ft Depth of Soil Ds=0 in Slab Thickness t =0 in Slab Overhang x =0 ft Distance from Left Column to Add'l Load ℓOTHER1 =0 ft Distance from Left Column to Add'l Load ℓOTHER1 =0 ft LOADS: PCOL1 (k) PCOL2 (k)V (k)POTHER1 (k)POTHER2 (k) Dead 185.6 50.3 0 Live 61.6 23.8 0 Seismic Wind 0 0 0 Roof/Snow 0 0 0 0 Redundancy Factor r =1 Analysis Procedure ELF MATERIAL PROPERTIES: Allowable Bearing Pressure, including FS qa =2 ksf Soil Surcharge Weight wsoil =110 pcf Passive Equivalent Fluid Weight, including FS wp =400 pcf Soil Friction Coefficient, including FS μ =0.35 Concrete Weight γ =150 pcf Not all input cells have been filled. Please input all values above. BASIC LOAD COMBINATIONS ⇒DCR Bearing YES 1.00 2.01 ksf 0.50 ksf Sliding YES 0.00 ALTERNATE LOAD COMBINATIONS ⇒ Bearing YES 1.00 2.01 ksf 0.56 ksf Sliding YES 0.00 This footing is ACCEPTABLE ↓(+), ↑(–) Select desired unit from drop-down menu (blue cells). Max Min Bearing ↓(+), ↑(–) Example 3/1/21 4th Dimension G3/G4 Combined Footing Engineer: L1 L2S B Ds T x x PCOL1 PCOL2 V POTHER1 POTHER2 ℓ P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Concrete Gravity\G3-G4 Combined Footing 3/1/2021 SC63 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Eccentric Column Footing Design Project:4th Dimension Date:3/1/2021 Wall:H/5 Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 150 pcf Footing Dimensions Components Width of Footing, B 48 in Length of Footing , L 288 in Thickness of Footing, tf 18 in Allowable Column Width, tc 18 in PD + PL =69.5 k Column Length, tl 18 in MD + ML =53.9 k-ft Depth below grade, D 4 in Area, A 96.0 ft2 Section Modulus, S 64.0 ft3 Wall Loads Gravity Pfooting 22 k Poverburden 3 k PD 38 k PL 6.9 k MD 45.25 k-ft ML 8.63 k-ft Bearing Stress (allowable)P/A =0.72 ksf PD + P L M/S = 0.84 ksf e = M / P =9.3 in qmax' =1.58 ksf B / e =5.2 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =44.1 in Tranverse Footing Reinforcement d =15 in qd =1.06 ksf tc + d =33 in qtwall + d =0.41 ksf Vu @ d=6.7 k Mu =28.0 k-ft phi*Vc =343.1 k As, reqd =0.48 in2 As, min =9.33 in2 As, use =9.33 in2 As, use =0.39 in2/ft Longitudinal Footing Reinforcement Continuous Strip Footing PD + PL =2.90 k-ft/ft Vu @ d=43.2 k Mu =256.6 k-ft phi*Vc =57.2 k As, reqd =4.37 in2 As, min =1.56 in2 As, use =4.37 in2 e a SC64 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Eccentric Column Footing Design Project:4th Dimension Date:3/1/2021 Wall:J/3 & J/4 Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 150 pcf Footing Dimensions Components Width of Footing, B 48 in Length of Footing , L 388 in Thickness of Footing, tf 18 in Allowable Column Width, tc 18 in PD + PL =111.4 k Column Length, tl 18 in MD + ML =94.8 k-ft Depth below grade, D 4 in Area, A 129.3 ft2 Section Modulus, S 86.2 ft3 Wall Loads Gravity Pfooting 29 k Poverburden 4 k PD 62.8 k PL 15.5 k MD 75.47 k-ft ML 19.38 k-ft Bearing Stress (allowable)P/A =0.86 ksf PD + P L M/S = 1.10 ksf e = M / P =10.2 in qmax' =2.00 ksf B / e =4.7 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =41.4 in Tranverse Footing Reinforcement d =15 in qd =1.30 ksf tc + d =33 in qtwall + d =0.43 ksf Vu @ d=7.2 k Mu =37.1 k-ft phi*Vc =462.2 k As, reqd =0.63 in2 As, min =12.57 in2 As, use =12.57 in2 As, use =0.39 in2/ft longitudinal Footing Reinforcement Continuous Strip Footing PD + PL =3.45 k-ft/ft Vu @ d=71.5 k Mu =573.4 k-ft phi*Vc =57.2 k As, reqd =9.76 in2 As, min =1.56 in2 As, use =9.76 in2 e a SC65 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Column Tie Design - ACI 318-14 Induced forces from δu not calculated - Section 18.14.3.3 Factored gravity axial forces < 0.3Agf'c Input Output Column ID C1 (strong-axis) column depth (in)18 column width (in)18 clear story height (ft)9.3 f'c (ksi)5 Ag (in2)324 Ach (in2)225 longitudinal bar diameter (in)0.875 # of longitudinal bars in section 8 tie diameter (in) (in plastic zone)0.5 tie diameter (in) (balance)0.5 # of effective stirrup legs 3 fyt (ksi)60 min cover (in)1.5 smax per (a)4.50 smax per (b)5.25 hx (in)7.5 smax per (c) 6.00 suse (in)3.50 Selected spacing adequate?OK bc (in)15.0 Ash (in2) per (a)0.58 Ash (in2) per (b)0.39 Ash (in2) per (c) Ash,prov (in2)0.59 Selected tie size adequate?OK Extent of Plastic Zone per 18.7.5.1(c) minimum lo (in)18.5 Zone A Spacing per 18.7.5.6 minimum balance spacing (in)5.25 Mpr (k-ft)320 Ve (kips)69.2 ΦVc (kips)29.7 ΦVs,reqd (kips)39.5 ΦVs based on 22.5.10.5.3 reinforcing (kips)117.9 Strength adequate based on 22.5.10.1 requirements?OK Column Properties Reinforcing Properties Zone B Minimum Spacing (in) Section 18.7.5.3 Minimum Tie Area (in 2 ) Section 18.7.5.4 Strength Requirements per 22.5.10.1 SC66 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION x y 18 x 18 in Code: ACI 318-14 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 02/10/21 Time: 15:03:02 STRUCTUREPOINT - spColumn v6.50 (TM). Licensed to: Coffman Engineers - California. License ID: 68784-1062263-4-2E00B-23B58 File: P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCT...\18x18 Column Mpr.col Project: 4th Dimension Column: 14x14 - 16ft Engineer: BJW f'c = 5 ksi fy = 75 ksi Ag = 324 in^2 8 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 4.80 in^2 rho = 1.48% fc = 4.25 ksi e_yt = 0.00258621 in/in Xo = 0.00 in Ix = 8748 in^4 e_u = 0.003 in/in Yo = 0.00 in Iy = 8748 in^4 Beta1 = 0.8 Min clear spacing = 5.69 in Clear cover = 2.00 in Confinement: Other phi(a) = 0.8, phi(b) = 1, phi(c) = 0.65 kx(nonsway) = 1 kx(sway) = N/A P (kip) Mx (k-ft) 1800 -400 400-400 fs=0.5fy fs=0 fs=0.5fy fs=0 (Pmax)(Pmax) (Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0 12 34 56 78 910 1112 1314 1516 1718 1920 2122 2324 2526 SC67 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION SC68B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION LATERAL DESIGN CONCRETE LATERAL DESIGN SC69 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project #:180948 Engineer:BJW Project:4th Dimension Date:2/26/2021 Description: General Info Period of Structure Risk Category II Ct 0.020 REGULAR* & Five Stories or Less?No 4 x 0.75 4 hn 17.0 ft 4 Ta 0.167 sec Seismic Criteria T*CU 0.234 sec Tuse =0.167 sec SS 1.399 TL 6.000 sec k =1 S1 0.525 Overwrite T R 5 Site Class C Base Shear Equations Seismic Design Category D (12.8-2)0.187 Importance Factor I 1.00 (12.8-3)0.543 Fa 1.00 (12.8-4)19.474 Fv 1.30 (12.8-5)0.010 SMS 1.399 (12.8-6)0.053 SM1 0.683 Coefficient to be Used 0.187 SDS 0.933 Total Base Shear 864 k SD1 0.455 Story Forces Story W h WxhxK Fx %V Coeff. Level 2 4633.0 17 78761 864.2 k 100.00%0.187 4633 .0 k .0 k 0.00%0.000 0 .0 k .0 k 0.00%0.000 0 .0 k .0 k 0.00%0.000 0 0 .0 k 0.00%0.000 0 0 .0 k 0.00%0.000 0 0 .0 k 0.00%0.000 0 .0 k .0 k 0.00%0.000 0 4633 k 17 ft 78761 864 k 100.00% *Regular is NO Structural Irregularities - Typical box structure with minor reentrant corners IBC 2015 Base Shear Force Calculation All Other Buildings SC70 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION SC71B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Summary Report Model File: Concrete Podium - Template, Revision 0 2/26/2021 SC72 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Loads 2/26/2021 Page 2 of 12 1 Loads This chapter provides loading information as applied to the model. 1.1 Load Patterns Table 1.1 - Load Patterns Name Type Self Weight Multiplier Auto Load Dead Dead 1 Live Live 0 EQx Seismic 0 ASCE 7-10 EQxecc Seismic 0 ASCE 7-10 EQy Seismic 0 ASCE 7-10 Hx Other 0 Hy Other 0 EQyecc Seismic 0 ASCE 7-10 1.2 Functions 1.2.1 Response Spectrum Functions Table 1.2 - Response Spectrum Function - ASCE 7-10 Name Period sec AccelerationDamping Ss S1 TL sec Site Class Fa Fv SDS SD1 IBC 2015 0 0.373067 5 1.399 0.525 6 D 1 1.5 0.932667 0.525 IBC 2015 0.113 0.932667 IBC 2015 0.563 0.932667 IBC 2015 0.8 0.65625 IBC 2015 1 0.525 IBC 2015 1.2 0.4375 IBC 2015 1.4 0.375 IBC 2015 1.6 0.328125 IBC 2015 1.8 0.291667 IBC 2015 2 0.2625 IBC 2015 2.5 0.21 IBC 2015 3 0.175 IBC 2015 3.5 0.15 IBC 2015 4 0.13125 IBC 2015 4.5 0.116667 IBC 2015 5 0.105 IBC 2015 5.5 0.095455 IBC 2015 6 0.0875 IBC 2015 6.5 0.074556 IBC 2015 7 0.064286 IBC 2015 7.5 0.056 IBC 2015 8 0.049219 IBC 2015 8.5 0.043599 IBC 2015 9 0.038889 IBC 2015 9.5 0.034903 IBC 2015 10 0.0315 SC73 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Loads 2/26/2021 Page 3 of 12 1.3 Load Cases Table 1.3 - Load Cases - Summary Name Type Dead Linear Static Live Linear Static EQx Linear Static EQxecc Linear Static EQy Linear Static SpecX Scaled Response Spectrum SpecY Scaled Response Spectrum Hx Linear Static Hy Linear Static EQyecc Linear Static ~TorsionSpecX Scaled Linear Static ~TorsionSpecY Scaled Linear Static SC74 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 4 of 12 2 Analysis Results This chapter provides analysis results. 2.1 Structure Results Table 2.1 - Base Reactions Load Case/Combo FX kip FY kip FZ kip MX kip-ft MY kip-ft MZ kip-ft X ft Y ft Z ft EQx -864.184 0 0 -2.926E-06 -23332.9589 32456.2839 0 0 0 EQxecc 1 -864.184 0 0 -3.485E-06 -23332.9589 41335.771 0 0 0 EQxecc 2 -864.184 0 0 -2.367E-06 -23332.9589 23576.7967 0 0 0 EQy 0 -864.184 0 23332.9589 1.531E-05 -80817.5571 0 0 0 SpecX Scaled Max 943.197 461.897 0 12471.2245 25466.3254 77068.6348 0 0 0 SpecY Scaled Max 540.374 1387.669 0 37467.0763 14590.0931 150165.8418 0 0 0 EQyecc 1 0 -864.184 0 23332.9589 8.119E-06 -106829.9174 0 0 0 EQyecc 2 0 -864.184 0 23332.9589 2.25E-05 -54805.1968 0 0 0 ENVE Max 864.184 0 0 23332.9589 23332.9589 -23576.7967 0 0 0 ENVE Min 0 -864.184 0 2.367E-06 1.531E-05 -80817.5571 0 0 0 ENVE MODAL Max 943.197 1387.669 0 37467.0763 25466.3254 150165.8418 0 0 0 ENVE MODAL Min -943.197 -1387.669 0 -37467.0763 -25466.3254 -150165.8418 0 0 0 EQx + 0.3EQy -864.184 -259.255 0 6999.8877 -23332.9589 8211.0167 0 0 0 EQx - 0.3EQy -864.184 259.255 0 -6999.8877 -23332.9589 56701.551 0 0 0 -EQx -0.3EQy 864.184 259.255 0 -6999.8877 23332.9589 -8211.0167 0 0 0 -EQx + 0.3EQy 864.184 -259.255 0 6999.8877 23332.9589 -56701.551 0 0 0 ENVE X Max 864.184 259.255 0 6999.8877 23332.9589 56701.551 0 0 0 ENVE X Min -864.184 -259.255 0 -6999.8877 -23332.9589 -56701.551 0 0 0 0.3EQx + EQy -259.255 -864.184 0 23332.9589 -6999.8876 -71080.6719 0 0 0 0.3EQx - EQy -259.255 864.184 0 -23332.9589 -6999.8877 90554.4423 0 0 0 -0.3EQx +EQy 259.255 -864.184 0 23332.9589 6999.8877 -90554.4423 0 0 0 -0.3EQx - EQy 259.255 864.184 0 -23332.9589 6999.8876 71080.6719 0 0 0 ENVE Y Max 259.255 864.184 0 23332.9589 6999.8877 90554.4423 0 0 0 ENVE Y Min -259.255 -864.184 0 -23332.9589 -6999.8877 -106829.9174 0 0 0 Table 2.2 - Diaphragm Accelerations Story Diaphragm Load Case/Combo UX in/sec² UY in/sec² UZ in/sec² RX rad/sec² RY rad/sec² RZ rad/sec² Level 2 D1 - SEMI RIGID SpecX Scaled Max 113.359 126.15 210.532 0.851 0.932 0.167 Level 2 D1 - SEMI RIGID SpecY Scaled Max 73.545 137.608 340.481 0.919 0.531 0.156 Level 1 D1 - SEMI RIGID SpecX Scaled Max 12.809 21.793 47.392 0.553 0.202 0.081 Level 1 D1 - SEMI RIGID SpecY Scaled Max 9.663 28.489 47.716 0.559 0.165 0.068 Table 2.3 - Response Spectrum Modal Information Response Spectrum Case Modal case Mode Period sec Damping Ratio U1 Acceleration in/sec² U2 Acceleration in/sec² U3 Acceleration in/sec² U1 Amplitude in U2 Amplitude in U3 Amplitude in SpecX Scaled Modal 1 0.249 0.05 111.755 0 0 -15.201271 0 0 SpecX Scaled Modal 2 0.202 0.05 111.755 0 0 4.163099 0 0 SpecX Scaled Modal 3 0.146 0.05 111.755 0 0 3.186337 0 0 SpecX Scaled Modal 4 0.091 0.05 98.839 0 0 0.381274 0 0 SC75 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 5 of 12 Table 2.3 - Response Spectrum Modal Information (continued) Response Spectrum Case Modal case Mode Period sec Damping Ratio U1 Acceleration in/sec² U2 Acceleration in/sec² U3 Acceleration in/sec² U1 Amplitude in U2 Amplitude in U3 Amplitude in SpecX Scaled Modal 5 0.066 0.05 83.762 0 0 -0.033394 0 0 SpecX Scaled Modal 6 0.055 0.05 77.727 0 0 0.015256 0 0 SpecX Scaled Modal 7 0.038 0.05 67.546 0 0 0.006404 0 0 SpecX Scaled Modal 8 0.033 0.05 64.221 0 0 0.000923 0 0 SpecX Scaled Modal 9 0.032 0.05 63.587 0 0 0.006081 0 0 SpecX Scaled Modal 10 0.027 0.05 60.798 0 0 -0.001779 0 0 SpecX Scaled Modal 11 0.025 0.05 59.756 0 0 0.000434 0 0 SpecX Scaled Modal 12 0.024 0.05 59.091 0 0 0.001735 0 0 SpecX Scaled Modal 13 0.024 0.05 58.824 0 0 0.000524 0 0 SpecX Scaled Modal 14 0.022 0.05 57.841 0 0 -0.000664 0 0 SpecX Scaled Modal 15 0.021 0.05 57.471 0 0 0.000411 0 0 SpecX Scaled Modal 16 0.021 0.05 57.071 0 0 -6.3E-05 0 0 SpecX Scaled Modal 17 0.02 0.05 56.868 0 0 0.0006 0 0 SpecX Scaled Modal 18 0.02 0.05 56.45 0 0 0.000585 0 0 SpecY Scaled Modal 1 0.249 0.05 0 130.742 0 0 -5.038144 0 SpecY Scaled Modal 2 0.202 0.05 0 130.742 0 0 -13.729965 0 SpecY Scaled Modal 3 0.146 0.05 0 130.742 0 0 2.169766 0 SpecY Scaled Modal 4 0.091 0.05 0 115.632 0 0 -0.100142 0 SpecY Scaled Modal 5 0.066 0.05 0 97.993 0 0 0.032184 0 SpecY Scaled Modal 6 0.055 0.05 0 90.933 0 0 0.0242 0 SpecY Scaled Modal 7 0.038 0.05 0 79.022 0 0 -0.015346 0 SpecY Scaled Modal 8 0.033 0.05 0 75.132 0 0 -0.001637 0 SpecY Scaled Modal 9 0.032 0.05 0 74.39 0 0 0.001856 0 SpecY Scaled Modal 10 0.027 0.05 0 71.127 0 0 -0.001337 0 SpecY Scaled Modal 11 0.025 0.05 0 69.909 0 0 -0.001099 0 SpecY Scaled Modal 12 0.024 0.05 0 69.131 0 0 -0.000296 0 SpecY Scaled Modal 13 0.024 0.05 0 68.818 0 0 -0.000292 0 SpecY Scaled Modal 14 0.022 0.05 0 67.669 0 0 0.000358 0 SpecY Scaled Modal 15 0.021 0.05 0 67.236 0 0 0.001087 0 SpecY Scaled Modal 16 0.021 0.05 0 66.767 0 0 0.000411 0 SpecY Scaled Modal 17 0.02 0.05 0 66.53 0 0 -4.8E-05 0 SpecY Scaled Modal 18 0.02 0.05 0 66.041 0 0 0.001135 0 2.2 Story Results Table 2.4 - Story Drifts Story Load Case/Combo Direction Drift Label X ft Y ft Z ft Level 2 EQx X 0.000374 23 191.17 52.3333 27 Level 2 EQx Y 0.000329 42 0.3333 9.5 27 Level 2 EQxecc 1 X 0.000403 24 191.17 55.3333 27 Level 2 EQxecc 1 Y 0.000417 42 0.3333 9.5 27 Level 2 EQxecc 2 X 0.000344 23 191.17 52.3333 27 Level 2 EQxecc 2 Y 0.000242 42 0.3333 9.5 27 Level 2 EQy Y 0.0004 42 0.3333 9.5 27 SC76 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 6 of 12 Table 2.4 - Story Drifts (continued) Story Load Case/Combo Direction Drift Label X ft Y ft Z ft Level 2 SpecX Scaled Max X 0.000513 24 191.17 55.3333 27 Level 2 SpecX Scaled Max Y 0.000834 42 0.3333 9.5 27 Level 2 SpecY Scaled Max X 0.000247 22 191.17 51.1667 27 Level 2 SpecY Scaled Max Y 0.000767 42 0.3333 9.5 27 Level 2 EQyecc 1 X 6.8E-05 22 191.17 51.1667 27 Level 2 EQyecc 1 Y 0.000274 22 191.17 51.1667 27 Level 2 EQyecc 2 X 0.000147 34 191.17 68.1667 27 Level 2 EQyecc 2 Y 0.000657 42 0.3333 9.5 27 Level 2 ENVE Max Y 0.0004 42 0.3333 9.5 27 Level 2 ENVE Min X 0.000403 24 191.17 55.3333 27 Level 2 ENVE Min Y 0.000417 42 0.3333 9.5 27 Level 2 ENVE MODAL Max X 0.000513 24 191.17 55.3333 27 Level 2 ENVE MODAL Max Y 0.000834 42 0.3333 9.5 27 Level 2 ENVE MODAL Min X 0.000513 24 191.17 55.3333 27 Level 2 ENVE MODAL Min Y 0.000834 42 0.3333 9.5 27 Level 2 EQx + 0.3EQy X 0.000382 24 191.17 55.3333 27 Level 2 EQx + 0.3EQy Y 0.000449 42 0.3333 9.5 27 Level 2 EQx - 0.3EQy X 0.000368 23 191.17 52.3333 27 Level 2 EQx - 0.3EQy Y 0.00021 1 0 0 27 Level 2 -EQx -0.3EQy X 0.000382 24 191.17 55.3333 27 Level 2 -EQx -0.3EQy Y 0.000449 42 0.3333 9.5 27 Level 2 -EQx + 0.3EQy X 0.000368 23 191.17 52.3333 27 Level 2 -EQx + 0.3EQy Y 0.00021 1 0 0 27 Level 2 ENVE X Max X 0.000403 24 191.17 55.3333 27 Level 2 ENVE X Max Y 0.000449 42 0.3333 9.5 27 Level 2 ENVE X Min X 0.000382 24 191.17 55.3333 27 Level 2 ENVE X Min Y 0.000449 42 0.3333 9.5 27 Level 2 0.3EQx + EQy X 0.000158 34 191.17 68.1667 27 Level 2 0.3EQx + EQy Y 0.000499 42 0.3333 9.5 27 Level 2 0.3EQx - EQy X 0.000119 44 90 0.3333 27 Level 2 0.3EQx - EQy Y 0.000305 73 3.3333 9.5 27 Level 2 -0.3EQx +EQy X 0.000119 44 90 0.3333 27 Level 2 -0.3EQx +EQy Y 0.000305 73 3.3333 9.5 27 Level 2 -0.3EQx - EQy X 0.000158 34 191.17 68.1667 27 Level 2 -0.3EQx - EQy Y 0.000499 42 0.3333 9.5 27 Level 2 ENVE Y Max X 0.000158 34 191.17 68.1667 27 Level 2 ENVE Y Max Y 0.000657 42 0.3333 9.5 27 Level 2 ENVE Y Min X 0.000158 34 191.17 68.1667 27 Level 2 ENVE Y Min Y 0.000499 42 0.3333 9.5 27 Level 1 EQx X 0.000113 35 200.3367 68.1667 10 Level 1 EQxecc 1 X 0.000125 35 200.3367 68.1667 10 Level 1 EQxecc 2 X 0.000102 35 200.3367 68.1667 10 Level 1 EQy Y 0.000138 8 90 6.6667 10 Level 1 SpecX Scaled Max X 0.000157 35 200.3367 68.1667 10 Level 1 SpecX Scaled Max Y 0.000151 43 17.3333 0.3333 10 SC77 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 7 of 12 Table 2.4 - Story Drifts (continued) Story Load Case/Combo Direction Drift Label X ft Y ft Z ft Level 1 SpecY Scaled Max X 7.9E-05 38 106.6667 0.3333 10 Level 1 SpecY Scaled Max Y 0.000245 38 106.6667 0.3333 10 Level 1 EQyecc 1 Y 0.000148 35 200.3367 68.1667 10 Level 1 EQyecc 2 X 5.6E-05 35 200.3367 68.1667 10 Level 1 EQyecc 2 Y 0.000151 43 17.3333 0.3333 10 Level 1 ENVE Max Y 0.000138 8 90 6.6667 10 Level 1 ENVE Min X 0.000125 35 200.3367 68.1667 10 Level 1 ENVE Min Y 6.1E-05 43 17.3333 0.3333 10 Level 1 ENVE MODAL Max X 0.000157 35 200.3367 68.1667 10 Level 1 ENVE MODAL Max Y 0.000245 38 106.6667 0.3333 10 Level 1 ENVE MODAL Min X 0.000157 35 200.3367 68.1667 10 Level 1 ENVE MODAL Min Y 0.000245 38 106.6667 0.3333 10 Level 1 EQx + 0.3EQy X 0.00012 35 200.3367 68.1667 10 Level 1 EQx + 0.3EQy Y 7.6E-05 43 17.3333 0.3333 10 Level 1 EQx - 0.3EQy X 0.000109 36 200.3367 51.1667 10 Level 1 EQx - 0.3EQy Y 8.6E-05 38 106.6667 0.3333 10 Level 1 -EQx -0.3EQy X 0.00012 35 200.3367 68.1667 10 Level 1 -EQx -0.3EQy Y 7.6E-05 43 17.3333 0.3333 10 Level 1 -EQx + 0.3EQy X 0.000109 36 200.3367 51.1667 10 Level 1 -EQx + 0.3EQy Y 8.6E-05 38 106.6667 0.3333 10 Level 1 ENVE X Max X 0.000125 35 200.3367 68.1667 10 Level 1 ENVE X Max Y 8.6E-05 38 106.6667 0.3333 10 Level 1 ENVE X Min X 0.00012 35 200.3367 68.1667 10 Level 1 ENVE X Min Y 8.6E-05 38 106.6667 0.3333 10 Level 1 0.3EQx + EQy X 5.7E-05 35 200.3367 68.1667 10 Level 1 0.3EQx + EQy Y 0.000135 8 90 6.6667 10 Level 1 0.3EQx - EQy X 4E-05 38 106.6667 0.3333 10 Level 1 0.3EQx - EQy Y 0.000149 38 106.6667 0.3333 10 Level 1 -0.3EQx +EQy X 4E-05 38 106.6667 0.3333 10 Level 1 -0.3EQx +EQy Y 0.000149 38 106.6667 0.3333 10 Level 1 -0.3EQx - EQy X 5.7E-05 35 200.3367 68.1667 10 Level 1 -0.3EQx - EQy Y 0.000135 8 90 6.6667 10 Level 1 ENVE Y Max X 5.7E-05 35 200.3367 68.1667 10 Level 1 ENVE Y Max Y 0.000151 43 17.3333 0.3333 10 Level 1 ENVE Y Min X 5.7E-05 35 200.3367 68.1667 10 Level 1 ENVE Y Min Y 0.000149 38 106.6667 0.3333 10 Table 2.5 - Story Forces Story Load Case/Combo Location P kip VX kip VY kip T kip-ft MX kip-ft MY kip-ft Level 2 EQx Top 0 -865.445 -0.035 32526.4765 5.732E-07 -3.131E-06 Level 2 EQx Bottom 0 -865.445 -0.035 32526.4765 0.5897 -14712.5592 Level 2 EQxecc 1 Top 0 -865.521 -0.072 41413.4319 6.354E-07 -3.389E-06 Level 2 EQxecc 1 Bottom 0 -865.521 -0.072 41413.4319 1.2263 -14713.8636 Level 2 EQxecc 2 Top 0 -865.368 0.003 23639.5211 5.118E-07 -2.875E-06 SC78 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 8 of 12 Table 2.5 - Story Forces (continued) Story Load Case/Combo Location P kip VX kip VY kip T kip-ft MX kip-ft MY kip-ft Level 2 EQxecc 2 Bottom 0 -865.368 0.003 23639.5211 -0.0469 -14711.2548 Level 2 EQy Top 0 -0.035 -865.227 -80902.1534 1.197E-06 -5.173E-06 Level 2 EQy Bottom 0 -0.035 -865.227 -80902.1534 14708.8553 -0.5897 Level 2 SpecX Scaled Max Top 0 944.823 462.503 77171.1691 1.169E-06 5.619E-06 Level 2 SpecX Scaled Max Bottom 0 944.823 462.503 77171.1691 7862.5546 16061.9925 Level 2 SpecY Scaled Max Top 0 541.18 1389.433 150340.2869 1.883E-06 7.869E-06 Level 2 SpecY Scaled Max Bottom 0 541.18 1389.433 150340.2869 23620.3633 9200.066 Level 2 EQyecc 1 Top 0 0.19 -865.117 -106936.392 1.017E-06 -4.423E-06 Level 2 EQyecc 1 Bottom 0 0.19 -865.117 -106936.392 14706.9905 3.2314 Level 2 EQyecc 2 Top 0 -0.259 -865.336 -54867.9148 1.378E-06 -5.923E-06 Level 2 EQyecc 2 Bottom 0 -0.259 -865.336 -54867.9148 14710.7202 -4.4109 Level 2 ENVE Max Top 0 865.521 0.072 -23639.5211 1.197E-06 3.389E-06 Level 2 ENVE Max Bottom 0 865.521 0.072 -23639.5211 14708.8553 14713.8636 Level 2 ENVE Min Top 0 -0.035 -865.227 -80902.1534 -6.354E-07 -5.173E-06 Level 2 ENVE Min Bottom 0 -0.035 -865.227 -80902.1534 -1.2263 -0.5897 Level 2 ENVE MODAL Max Top 0 944.823 1389.433 150340.2869 1.883E-06 7.869E-06 Level 2 ENVE MODAL Max Bottom 0 944.823 1389.433 150340.2869 23620.3633 16061.9925 Level 2 ENVE MODAL Min Top 0 -944.823 -1389.433 -150340.2869 -1.883E-06 -7.869E-06 Level 2 ENVE MODAL Min Bottom 0 -944.823 -1389.433 -150340.2869 -23620.3633 -16061.9925 Level 2 EQx + 0.3EQy Top 0 -865.455 -259.603 8255.8305 9.325E-07 -4.683E-06 Level 2 EQx + 0.3EQy Bottom 0 -865.455 -259.603 8255.8305 4413.2463 -14712.7361 Level 2 EQx - 0.3EQy Top 0 -865.434 259.533 56797.1225 0 -1.579E-06 Level 2 EQx - 0.3EQy Bottom 0 -865.434 259.533 56797.1225 -4412.0669 -14712.3823 Level 2 -EQx -0.3EQy Top 0 865.455 259.603 -8255.8305 -9.325E-07 4.683E-06 Level 2 -EQx -0.3EQy Bottom 0 865.455 259.603 -8255.8305 -4413.2463 14712.7361 Level 2 -EQx + 0.3EQy Top 0 865.434 -259.533 -56797.1225 0 1.579E-06 Level 2 -EQx + 0.3EQy Bottom 0 865.434 -259.533 -56797.1225 4412.0669 14712.3823 Level 2 ENVE X Max Top 0 865.455 259.603 56797.1225 9.325E-07 4.683E-06 Level 2 ENVE X Max Bottom 0 865.455 259.603 56797.1225 4413.2463 14712.7361 Level 2 ENVE X Min Top 0 -865.521 -259.603 -56797.1225 -9.325E-07 -4.683E-06 Level 2 ENVE X Min Bottom 0 -865.521 -259.603 -56797.1225 -4413.2463 -14713.8636 Level 2 0.3EQx + EQy Top 0 -259.668 -865.237 -71144.2104 1.369E-06 -6.113E-06 Level 2 0.3EQx + EQy Bottom 0 -259.668 -865.237 -71144.2104 14709.0323 -4414.3575 Level 2 0.3EQx - EQy Top 0 -259.599 865.216 90660.0963 -1.026E-06 4.234E-06 Level 2 0.3EQx - EQy Bottom 0 -259.599 865.216 90660.0963 -14708.6784 -4413.178 Level 2 -0.3EQx +EQy Top 0 259.599 -865.216 -90660.0963 1.026E-06 -4.234E-06 Level 2 -0.3EQx +EQy Bottom 0 259.599 -865.216 -90660.0963 14708.6784 4413.178 Level 2 -0.3EQx - EQy Top 0 259.668 865.237 71144.2104 -1.369E-06 6.113E-06 Level 2 -0.3EQx - EQy Bottom 0 259.668 865.237 71144.2104 -14709.0323 4414.3575 Level 2 ENVE Y Max Top 0 259.668 865.237 90660.0963 1.378E-06 6.113E-06 Level 2 ENVE Y Max Bottom 0 259.668 865.237 90660.0963 14710.7202 4414.3575 Level 2 ENVE Y Min Top 0 -259.668 -865.336 -106936.392 -1.369E-06 -6.113E-06 Level 2 ENVE Y Min Bottom 0 -259.668 -865.336 -106936.392 -14709.0323 -4414.3575 Level 1 EQx Top -105.883 -1049.473 -51.432 32762.4985 -1402.4565 -5822.2931 Level 1 EQx Bottom 0 -865.445 -0.035 32526.4765 0.9366 -23367.0058 SC79 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 9 of 12 Table 2.5 - Story Forces (continued) Story Load Case/Combo Location P kip VX kip VY kip T kip-ft MX kip-ft MY kip-ft Level 1 EQxecc 1 Top -98.775 -1049.688 -57.255 41728.5583 -1488.6898 -6275.3581 Level 1 EQxecc 1 Bottom 0 -865.521 -0.072 41413.4319 1.9477 -23369.0774 Level 1 EQxecc 2 Top -112.991 -1049.257 -45.608 23796.4386 -1316.2232 -5369.228 Level 1 EQxecc 2 Bottom 0 -865.368 0.003 23639.5211 -0.0744 -23364.9342 Level 1 EQy Top 6.734 27.752 -890.768 -79430.3453 13762.2228 1588.5593 Level 1 EQy Bottom 0 -0.035 -865.227 -80902.1534 23361.1232 -0.9366 Level 1 SpecX Scaled Max Top 106.284 1141.738 506.103 77330.2914 7078.9641 8498.2843 Level 1 SpecX Scaled Max Bottom 0 944.823 462.503 77171.1691 12487.5867 25510.2233 Level 1 SpecY Scaled Max Top 98.41 689.107 1422.964 148118.0336 22757.464 6051.4583 Level 1 SpecY Scaled Max Bottom 0 541.18 1389.433 150340.2869 37514.6947 14611.8695 Level 1 EQyecc 1 Top -14.091 28.383 -873.708 -105696.3195 14014.8423 2915.8084 Level 1 EQyecc 1 Bottom 0 0.19 -865.117 -106936.392 23358.1613 5.1322 Level 1 EQyecc 2 Top 27.558 27.121 -907.829 -53164.3711 13509.6032 261.3102 Level 1 EQyecc 2 Bottom 0 -0.259 -865.336 -54867.9148 23364.0851 -7.0055 Level 1 ENVE Max Top 112.991 1049.688 57.255 -23796.4386 13762.2228 6275.3581 Level 1 ENVE Max Bottom 0 865.521 0.072 -23639.5211 23361.1232 23369.0774 Level 1 ENVE Min Top 6.734 27.752 -890.768 -79430.3453 1316.2232 1588.5593 Level 1 ENVE Min Bottom 0 -0.035 -865.227 -80902.1534 -1.9477 -0.9366 Level 1 ENVE MODAL Max Top 112.991 1141.738 1422.964 148118.0336 22757.464 8498.2843 Level 1 ENVE MODAL Max Bottom 0 944.823 1389.433 150340.2869 37514.6947 25510.2233 Level 1 ENVE MODAL Min Top -106.284 -1141.738 -1422.964 -148118.0336 -22757.464 -8498.2843 Level 1 ENVE MODAL Min Bottom 0 -944.823 -1389.433 -150340.2869 -37514.6947 -25510.2233 Level 1 EQx + 0.3EQy Top -103.863 -1041.147 -318.662 8933.3949 2726.2104 -5345.7253 Level 1 EQx + 0.3EQy Bottom 0 -865.455 -259.603 8255.8305 7009.2736 -23367.2868 Level 1 EQx - 0.3EQy Top -107.903 -1057.798 215.799 56591.6021 -5531.1233 -6298.8609 Level 1 EQx - 0.3EQy Bottom 0 -865.434 259.533 56797.1225 -7007.4003 -23366.7248 Level 1 -EQx -0.3EQy Top 103.863 1041.147 318.662 -8933.3949 -2726.2104 5345.7253 Level 1 -EQx -0.3EQy Bottom 0 865.455 259.603 -8255.8305 -7009.2736 23367.2868 Level 1 -EQx + 0.3EQy Top 107.903 1057.798 -215.799 -56591.6021 5531.1233 6298.8609 Level 1 -EQx + 0.3EQy Bottom 0 865.434 -259.533 -56797.1225 7007.4003 23366.7248 Level 1 ENVE X Max Top 107.903 1057.798 318.662 56591.6021 5531.1233 6298.8609 Level 1 ENVE X Max Bottom 0 865.455 259.603 56797.1225 7009.2736 23367.2868 Level 1 ENVE X Min Top -112.991 -1057.798 -318.662 -56591.6021 -5531.1233 -6298.8609 Level 1 ENVE X Min Bottom 0 -865.521 -259.603 -56797.1225 -7009.2736 -23369.0774 Level 1 0.3EQx + EQy Top -25.031 -287.09 -906.198 -69601.5958 13341.4858 -158.1286 Level 1 0.3EQx + EQy Bottom 0 -259.668 -865.237 -71144.2104 23361.4042 -7011.0384 Level 1 0.3EQx - EQy Top -38.498 -342.594 875.339 89259.0949 -14182.9597 -3335.2472 Level 1 0.3EQx - EQy Bottom 0 -259.599 865.216 90660.0963 -23360.8422 -7009.1651 Level 1 -0.3EQx +EQy Top 38.498 342.594 -875.339 -89259.0949 14182.9597 3335.2472 Level 1 -0.3EQx +EQy Bottom 0 259.599 -865.216 -90660.0963 23360.8422 7009.1651 Level 1 -0.3EQx - EQy Top 25.031 287.09 906.198 69601.5958 -13341.4858 158.1286 Level 1 -0.3EQx - EQy Bottom 0 259.668 865.237 71144.2104 -23361.4042 7011.0384 Level 1 ENVE Y Max Top 38.498 342.594 906.198 89259.0949 14182.9597 3335.2472 Level 1 ENVE Y Max Bottom 0 259.668 865.237 90660.0963 23364.0851 7011.0384 Level 1 ENVE Y Min Top -38.498 -342.594 -907.829 -105696.3195 -14182.9597 -3335.2472 SC80 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 10 of 12 Table 2.5 - Story Forces (continued) Story Load Case/Combo Location P kip VX kip VY kip T kip-ft MX kip-ft MY kip-ft Level 1 ENVE Y Min Bottom 0 -259.668 -865.336 -106936.392 -23361.4042 -7011.0384 Table 2.6 - Story Stiffness Story Load Case Shear X kip Drift X in Stiffness X kip/in Shear Y kip Drift Y in Stiffness Y kip/in Level 5 EQx 0 0 0 0 0 0 Level 4 EQx 0 0 0 0 0 0 Level 3 EQx 0 0 0 0 0 0 Level 2 EQx 865.445 0.057072 15164.1504 0.035 0.03498 0 Level 1 EQx 865.445 0.007425 116564.0498 0.035 0.002881 0 Level 5 EQxecc 1 0 0 0 0 0 0 Level 4 EQxecc 1 0 0 0 0 0 0 Level 3 EQxecc 1 0 0 0 0 0 0 Level 2 EQxecc 1 865.521 0.059499 14546.9079 0.072 0.043378 0 Level 1 EQxecc 1 865.521 0.008055 107445.3773 0.072 0.003863 0 Level 5 EQxecc 2 0 0 0 0 0 0 Level 4 EQxecc 2 0 0 0 0 0 0 Level 3 EQxecc 2 0 0 0 0 0 0 Level 2 EQxecc 2 865.368 0.054645 15836.2191 0.003 0.024741 0 Level 1 EQxecc 2 865.368 0.006779 127662.0554 0.003 0.002716 0 Level 5 EQy 0 0 0 0 0 0 Level 4 EQy 0 0 0 0 0 0 Level 3 EQy 0 0 0 0 0 0 Level 2 EQy 0.035 0.006462 0 865.227 0.054106 15991.3117 Level 1 EQy 0.035 0.001415 0 865.227 0.008719 99234.6024 Level 5 SpecX Scaled 0 0 0 0 0 0 Level 4 SpecX Scaled 0 0 0 0 0 0 Level 3 SpecX Scaled 0 0 0 0 0 0 Level 2 SpecX Scaled 944.823 0.073469 12860.2388 462.503 0.096905 4772.7265 Level 1 SpecX Scaled 944.823 0.010019 94298.6606 462.503 0.009697 47696.0687 Level 5 SpecY Scaled 0 0 0 0 0 0 Level 4 SpecY Scaled 0 0 0 0 0 0 Level 3 SpecY Scaled 0 0 0 0 0 0 Level 2 SpecY Scaled 541.18 0.039805 13595.9175 1389.433 0.103637 13406.6735 Level 1 SpecY Scaled 541.18 0.005687 95153.207 1389.433 0.015784 88025.7326 Level 5 EQyecc 1 0 0 0 0 0 0 Level 4 EQyecc 1 0 0 0 0 0 0 Level 3 EQyecc 1 0 0 0 0 0 0 Level 2 EQyecc 1 0.19 0.00735 0 865.117 0.047995 18025.086 Level 1 EQyecc 1 0.19 0.00137 0 865.117 0.009341 92615.7251 Level 5 EQyecc 2 0 0 0 0 0 0 Level 4 EQyecc 2 0 0 0 0 0 0 Level 3 EQyecc 2 0 0 0 0 0 0 Level 2 EQyecc 2 0.259 0.015352 0 865.336 0.070646 12248.9832 Level 1 EQyecc 2 0.259 0.003451 0 865.336 0.009492 91168.4152 SC81 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 11 of 12 2.3 Modal Results Table 2.7 - Modal Participating Mass Ratios (Part 1 of 2) Case Mode Period sec UX UY UZ Sum UX Sum UY Sum UZ Modal 1 0.249 0.6226 0.05 0 0.6226 0.05 0 Modal 2 0.202 0.1086 0.8637 0 0.7312 0.9137 0 Modal 3 0.146 0.2355 0.0798 0 0.9667 0.9935 0 Modal 4 0.091 0.0283 0.0014 0 0.995 0.9949 0 Modal 5 0.066 0.0011 0.0008 0 0.9961 0.9957 0 Modal 6 0.055 0.0005 0.001 0 0.9967 0.9966 0 Modal 7 0.038 0.0005 0.0023 0 0.9972 0.9989 0 Modal 8 0.033 2.326E-05 0.0001 0 0.9972 0.999 0 Modal 9 0.032 0.0012 0.0001 0 0.9984 0.999 0 Modal 10 0.027 0.0002 0.0001 0 0.9986 0.9991 0 Modal 11 0.025 1.675E-05 0.0001 0 0.9986 0.9992 0 Modal 12 0.024 0.0003 7.003E-06 0 0.9989 0.9992 0 Modal 13 0.024 3.26E-05 7.423E-06 0 0.999 0.9992 0 Modal 14 0.022 0.0001 1.536E-05 0 0.999 0.9992 0 Modal 15 0.021 3.139E-05 0.0002 0 0.9991 0.9994 0 Modal 16 0.021 8.419E-07 2.652E-05 0 0.9991 0.9994 0 Modal 17 0.02 0.0001 0 0 0.9992 0.9994 0 Modal 18 0.02 0.0001 0.0003 0 0.9993 0.9997 0 Table 2.7 - Modal Participating Mass Ratios (Part 2 of 2) Case Mode RX RY RZ Sum RX Sum RY Sum RZ Modal 1 0.0497 0.6222 0.2943 0.0497 0.6222 0.2943 Modal 2 0.8632 0.1087 0.0161 0.9129 0.7309 0.3105 Modal 3 0.0802 0.2357 0.666 0.9931 0.9666 0.9765 Modal 4 0.0014 0.0282 0.0059 0.9946 0.9948 0.9824 Modal 5 0.0008 0.001 0.0004 0.9953 0.9958 0.9829 Modal 6 0.001 0.0005 0.0143 0.9964 0.9964 0.9972 Modal 7 0.0023 0.0005 0.0004 0.9986 0.9969 0.9976 Modal 8 0.0001 2.16E-05 2.903E-06 0.9987 0.9969 0.9976 Modal 9 0.0001 0.0012 0.0006 0.9988 0.9982 0.9981 Modal 10 0.0001 0.0002 4.799E-05 0.9988 0.9984 0.9982 Modal 11 0.0001 2.529E-05 2.232E-05 0.9989 0.9984 0.9982 Modal 12 5.204E-06 0.0003 0.0005 0.9989 0.9987 0.9987 Modal 13 3.261E-06 3.556E-05 6.765E-06 0.9989 0.9987 0.9987 Modal 14 1.58E-05 0.0001 0.0001 0.9989 0.9988 0.9989 Modal 15 0.0002 2.646E-05 6.865E-06 0.9991 0.9988 0.9989 Modal 16 2.276E-05 0 8E-06 0.9991 0.9988 0.9989 Modal 17 0 0.0001 2.861E-05 0.9991 0.9989 0.9989 Modal 18 0.0003 0.0001 0.0001 0.9994 0.999 0.999 SC82 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Analysis Results 2/26/2021 Page 12 of 12 Table 2.8 - Modal Load Participation Ratios Case Item Type Item Static % Dynamic % Modal Acceleration UX 100 99.93 Modal Acceleration UY 100 99.97 Modal Acceleration UZ 0 0 Table 2.9 - Modal Direction Factors Case Mode Period sec UX UY UZ RZ Modal 1 0.249 0.764 0.061 0 0.174 Modal 2 0.202 0.108 0.855 0 0.037 Modal 3 0.146 0.447 0.151 0 0.402 Modal 4 0.091 0.34 0.017 0 0.643 Modal 5 0.066 0.001 0.001 0 0.998 Modal 6 0.055 0 0 0 1 Modal 7 0.038 0.012 0.051 0 0.937 Modal 8 0.033 0.019 0.044 0 0.937 Modal 9 0.032 0.001 0 0 0.999 Modal 10 0.027 0 0 0 1 Modal 11 0.025 0 0.002 0 0.998 Modal 12 0.024 0.416 0.009 0 0.576 Modal 13 0.024 0.001 0 0 0.999 Modal 14 0.022 0.601 0.128 0 0.271 Modal 15 0.021 0.006 0.033 0 0.961 Modal 16 0.021 0 0 0 1 Modal 17 0.02 0.001 0 0 0.998 Modal 18 0.02 0.001 0.002 0 0.998 SC83 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION UPABCDEFGHI12345UNDERGROUNDPARKING35 PARKING STALLS; 17COMPACT, 18 STANDARD; 6MOTORCYCLE; 10 BICYCLEMOTORCYCLE5678 9121413252120181715101119222324ELEV./STAIRMECH. 1ELEV. MACH. RM.JRES. STAIR 2CCCC26272829CCC3031 CMOTORCYCLE MOTORCYCLE123 4RECYCLING/REFUSEAREA (273 SF)ELEV.CC16CCCCCCCCMOTORCYCLE32333435 RET. WALLSTHYSSENKRUPP "ENDURA" 4000BELOW GROUND HYDRAULICELEVATORMECHANICALELECTRICAL8'-0" X 4'-0" ACCESS W/STEEL PLATE COVERINLETSTORM DETENTIONVAULT PER CIVILACCESSIBLE AREA FORBACKHOE (12'-0" MIN. HT.)BICYCLE/STORAGEEND OF FLOOD LINEEND OF FLOOD LINEBICYCLE (6)BICYCLE (4)MECH. 2SPRINKLER ROOMRES. STAIR 11LEVEL P1 FOUNDATION PLAN1/8"=1'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"8'-8"200'-8"18'-0"10'-6"25'-6"14'-6"68'-6" DRAWN DATE SHEET C 2018 BY CONCEPT ARCHITECTURE, LLC REVISIONS THESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990 AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED. CONCEPT ARCHITECTURE, LLC 1712 PACIFIC AVE. - SUITE 107 - EVERETT, WA 98201 1005 TERMINAL WAY - SUITE 245 - RENO , NV 89502 WA - 425-377-8786 NV - 775-247-7889CONCEPTARCHITECTURE.COM 4502 NE 4TH ST., RENTON, WA 98059 4th DIMENSION MIXED USE NOT FOR CONSTRUCTION PLAN NOTES:1.FOOTINGS AND COLUMNS ARE CENTERED ON GRID, UON.2. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION 17'-0", UON. FOOTINGELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. OVEREXCAVATE AND PLACE CDF/LEAN MIX CONCRETE AS DIRECTED BY GEOTECHNICAL ENGINEER WHERE REQUIRED. FINAL ELEVATIONS SHALL BE DETERMINED BY ON-SITE VERIFICATION BY GEOTECHNICAL ENGINEER CONTRACTOR SHALL COORDINATE WITH FINALSITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS.3. VERIFY ALL DIMENSIONS WITH ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE CURBS, SLAB DEPRESSIONS, SLOPES, FLOOR DRAINS, SLEEVE OPENINGS, ANDEDGE OF SLAB.4. SLAB ELEVATION VARIES PER PLAN AND ARCHITECTURAL PLAN. SLAB-ON-GRADE SHALL BE 4"THICK WITH 6X6 W1.4XW1.4 WWM AT CENTER, UON. AT CONTRACTOR'S OPTION, PROVIDE#4 @ 15" OC EA WAY IN LIEU OF WWM. PROVIDE VAPOR BARRIER BELOW SLAB AT INTERIORSPACES OVER FREE-DRAINING GRANULAR FILL PER GEOTECHNICAL REPORT. SEE SHEET S5.1 FOR TYPICAL SLAB-ON-GRADE DETAILS.5. PROVIDE CONSTRUCTION/CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTORECTANGULAR AREAS 225 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS.WHERE NOT SHOWN, JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT AND ENGINEER AND SHOULD AVOID REENTRANT CORNERS, SEE 2/S5.1.6. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING.COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 16/S5.1.7. CONTRACTOR TO COORDINATE SIZE AND LOCATION OF MECHANICAL PADS AND OPENINGSWITH MECHANICAL DRAWINGS.8. ELEVATOR MANUFACTURER TO PROVIDE ELEVATOR GUIDE RAIL. CONTRACTOR TO COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.9. ALL STAIRS AND LANDINGS NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS AREDESIGN BUILD COMPONENTS. ALL DESIGN BUILD STEEL COMPONENTS SHALL BE DESIGNED,DETAILED, AND SUPPLIED BY THE STEEL FABRICATOR. SUPPLY AND INSTALL COMPLETE STAIR SYSTEMS INCLUDING TREADS, RISERS, AND INTERMEDIATE LANDINGS. ANY NON-STEEL COMPONENTS INCLUDING FOOTINGS SHALL BE DESIGNED, SUPPLIED AND INSTALLED BY SUPPLIERS AND SUBCONTRACTORS AS DIRECTED BY THE GENERAL CONTRACTOR.FxCxGBxHIGHLOWLEGENDTOP OF SLAB ELEVATIONSTEP IN SLABSTEP IN FOOTING, SEE XX/S5.XFOOTING MARK, SEE XX/S5.XGRADE BEAM MARK, SEE XX/S5.XCOLUMN MARK, SEE XX/S5.XUNDERGROUND UTILITY, SEE NOTE 6SHEAR WALL PER ELEVATION, SEE SHEET S5.3x'-x"X"(8) 5 B 15BAR LEGENDQUANTITY (WHERE SPECIFIED)BAR SIZE"T" TOP, "M" MIDDLE, OR "B" BOTTOM@ SPACING OC (EQUAL SPACE IF NOT SPECIFIED)SWx8/13/18 RLR/BJW S2.1 CL5SC84F10W5A1W4A1.6A1.5W1W5.1W4.2W4.3J1W2.1I1W1.1E1.1E1.2W4.1W3.8W3.9E2W1.2W4.5B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4D1.1F5F7F7F12F7F14F14F14F15F15F15F15F15F15F15F10F10F10F10F10F10113'-3"5' wide x18"dp Continuous Footing5'-0"5' widex18"dp Continuous Footing27'-1"22'-0"27'x22'x18"dp198'-2"2' widex18"dp Continuous Footing14'x24'x18"dp footing10'-0"3' widex18"dp Continuous Footing13'-0"25'-0"48'-10"164 sf5'-5"29'x25'x18"dp69'-11"8'-0"F1325F1325F1325F13259'-11"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Shear Design for Shear Walls - ACI 318-14twdbsΦv =0.6 21.2.4.18 0.5 18ΦVn =ΦAcv(ac√(f'c)+ρvfy)18.10.4.110 0.5 15120.62518140.62516ETABS18.10.2.118.10.2.2Table R18.10.118.10.4.118.10.4.4Pier StoryVmaxρVuf'cfyLwtwhwAcvvuAcv√(f'c)ρt,min# of # ofdb,tsρt,useρt,minWall Pierlw/twhw/lwacΦVn8Acv√(f'c)StengthDCRv(k) (psi)(ksi)(ft) (in) (ft)(in2)(psi) (k)curtainsreq'dcurtainsuse(in) (in) Check Check(k) Check CheckA1Level 1313.91.3408.050006063.5810.006096674310.002110.625180.0021OKOK95.30.23.01243OKOK0.25A1.5Level 16.61.38.65000607.5810.0072012510.002110.625180.0021OKOK11.31.33.0147OKOK0.04A1.6Level 1153.11.3199.150006014.3810.001368146970.0025120.625180.0043OKOK21.40.73.0384OKOK0.40W5Level 149.01.363.750006017.5810.001680381190.002110.625180.0021OKOK26.30.63.0343OKOK0.14W4.5Level 135.01.345.650006013.0810.00124837880.002120.625180.0043OKOK19.50.83.0350OKOK0.10W4Level 1366.61.3476.550006074.0810.007104675020.002110.625180.0021OKOK111.00.13.01449OKOK0.25W1Level 1113.41.3147.5500060101.0810.009696156860.002110.625180.0021OKOK151.50.13.01978OKOK0.06W1.1Level 1225.01.3292.550006072.5810.006960424920.002110.625180.0021OKOK108.80.13.01420OKOK0.16W5.1Level 163.91.383.050006017.5810.001680491190.002110.625180.0021OKOK26.30.63.0343OKOK0.19W3.8Level 122.21.328.95000608.8810.0084034590.002120.625180.0043OKOK13.11.13.0236OKOK0.09W3.9Level 116.31.321.35000605.0810.0048044340.002120.625180.0043OKOK7.52.02.0114OKOK0.14E1.1Level 126.21.334.15000604.8810.0045675320.0025220.625180.0043OKOK7.12.12.0109OKOK0.24W4.1Level 118.91.324.55000608.0810.0076832540.002110.625180.0021OKOK12.01.33.0157OKOK0.12E2Level 1135.81.3176.550006021.0810.002016881430.0025120.625180.0043OKOK31.50.53.0566OKOK0.24W4.2Level 1144.91.3188.450006037.5810.003600522550.002110.625180.0021OKOK56.30.33.0734OKOK0.20W4.3Level 124.31.331.650006012.5810.00120026850.002110.625180.0021OKOK18.80.83.0245OKOK0.10W2.1Level 120.51.326.65000609.5810.0091229640.002110.625180.0021OKOK14.31.13.0186OKOK0.11I1Level 1104.91.3136.450006013.0810.001248109880.0025120.625180.0043OKOK19.50.83.0350OKOK0.30J1Level 1106.41.3138.350006017.5810.001680821190.0025120.625180.0043OKOK26.30.63.0472OKOK0.23W1.2Level 145.61.359.35000609.5810.0091265640.002110.625180.0021OKOK14.31.13.0186OKOK0.25D1.1Level 1155.11.3201.750006014.5810.001392145980.0025120.625180.0043OKOK21.80.73.0391OKOK0.40D1.2Level 122.61.329.35000603.7810.00352.3283250.0025220.625180.0043OKPIER5.52.72.084OKOK0.27E1.2Level 145.41.359.15000608.3810.0079275560.0025120.625180.0043OKOK12.41.23.0222OKOK0.20SC85HORIZONTAL REINFORCEMENT - CONCRETE WALLSB20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Boundary Element Design for Shear Walls - ACI 318-14#dbsCd = 5.01 0.625 15IE = 1.02 0.625 18ETABSStoryOverallETABS18.10.6.2Pier StoryVuρf'cfyLwtwhwhwN.A. DepthδxeδucmaxB.E. # ofdb,ts Pu,min0.9PD - PEMuΦMnDCRb(k) (psi) (ksi) (ft) (in) (ft) (ft) (in) (in) (in) (in) Required? curtains (in) (in) (k) (k-ft) (k-ft)E1.2 Level 1 59.1 1.3 5000 60 8.25 8 10 27 4.31 0.15 0.75 17.6 NO 20.625 18-120.33 -91.528 329.6683 6060.54D1.2 Level 1 29.3 1.3 5000 60 3.67 8 10 27 8.43 0.15 0.75 7.8 YES 20.62518.00 -52.043 -14.063 94.53652 1050.90D1.1 Level 1 201.7 1.3 5000 60 14.5 8 10 27 8.3 0.15 0.75 30.9 NO 20.625 18.00-304.13 -167.506 987.6927 16930.58W1.2 Level 1 59.3 1.3 5000 60 9.5 8 10 27 8.7 0.15 0.75 20.3 NO 10.625 18.00-54.979 -21.679 324.1622 7680.42J1 Level 1 138.3 1.3 5000 60 17.5 8 10 27 8.43 0.15 0.75 37.3 NO 20.62518.00 -212.2 -160.985 2350.348 23571.00I1 Level 1 136.4 1.3 5000 60 13 8 10 27 8.3 0.15 0.75 27.7 NO 20.625 18.00-257.02 -236.498 756.1026 16930.45W2.1 Level 1 26.6 1.3 5000 60 9.5 8 10 27 30.07 0.15 0.75 20.3 YES10.625 18.00-84.439 89.261 647.9972 7690.84W4.3 Level 1 31.6 1.3 5000 60 12.5 8 10 27 30.07 0.15 0.75 26.7 YES 10.625 18.00-16.949 4.471 222.2451 154280.01W4.2 Level 1 188.4 1.3 5000 60 37.5 8 10 27 8.7 0.15 0.75 80.0 NO 10.625 18.00-14.368 42.602 1733.105 154280.11E2 Level 1 176.5 1.3 5000 60 21 8 10 27 8.3 0.15 0.75 44.8 NO 20.625 18.00-265.18 -167.802 3561.099 43610.82W4.1 Level 1 24.5 1.3 5000 60 8 8 10 27 5.96 0.15 0.75 17.1 NO 10.625 18-32.48 -4.4 312.2185 7060.44E1.1 Level 1 34.1 1.3 5000 60 4.75 8 10 27 4.38 0.15 0.75 10.1 NO 20.625 18-9.236 11.014 124.4361 1400.89W3.9 Level 1 21.3 1.3 5000 60 5 8 10 27 8.3 0.15 0.75 10.7 NO 20.625 18.00-108.96 -67.829 193.3871 2070.93W3.8 Level 1 28.9 1.3 5000 60 8.75 8 10 27 8.7 0.15 0.75 18.7 NO 20.625 18.00-84.809 -24.419 466.0102 7300.64W5.1 Level 1 83.0 1.3 5000 60 17.5 8 10 27 30.07 0.15 0.75 37.3 NO10.625 18.00-208.32 -178.078 1711.056 23570.73W1.1 Level 1 292.5 1.3 5000 60 72.5 8 10 27 30.07 0.15 0.75 154.7NO 10.625 18.00-4.771 74.969 2052.353 154280.13W1 Level 1 147.5 1.3 5000 60 101 8 10 27 30.07 0.15 0.75 215.5 NO 10.625 18.00-2.131 136.469 1115.542 154280.07W4 Level 1 476.5 1.3 5000 60 74 8 10 27 8.43 0.15 0.75 157.9 NO 10.625 18.00-260.68 110.124 11201.4 154280.73EqxWall DesignSC86VERTICAL REINFORCEMENT CONCRETE WALLSB20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION 12345-1' - 7 7/16"-10' - 1 17/32"(21)ABCDEFGHIJ1LEVEL 1 PT & REINFORCING PLAN 1/8"=1'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"24'-0"8'-8"200'-8"18'-0"10'-6"25'-6"14'-6"68'-6"4.0"4.0"6.75"6.75"6.75"6.75”6.75”6.75"6.75"F=17.9 k/ft2.0"2.0"1.25"1.25”1.25”1.25”1.25"2.0"4.0"4.0"4.0”6.75”4.0”1.25”6.75”4.0” 4.0" 4.0” 6.75"4.0” 1.25”6.75” F=80.4 k 4.0”6.75"4.0”2.0" 4.0" 4.0"4.0”6.75”4.0”1.25”6.75”4.0” 4.0"4.0”6.75”4.0”1.25”6.75”4.0” F=321.6 k4.0”6.0" 4.0” 1.25”6.75”4.0” 4.0"4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"4.0”6.0”1.25”6.75”4.0”4.0"4.0"4.0”6.0”6.0”1.25”6.75”4.0”2.0” 4.0"6.0”6.0”1.25”6.75”4.0”2.0” 5 B 18REINF TYP BTWN BANDEDTENDON GROUPS, SEE8/S5.58" CMU WALL,TYP UON8" CMU WALL,TYP UON11111111111111REINF TYP BTWN BANDEDTENDON GROUPS, SEE8/S5.5SEE PLANNOTE 4SEE PLANNOTE 44.0”S18" POST-TENSIONED CONCSLABTOSL= -1'-0" UONSEE PLAN NOTE 4SEE PLANNOTE 4334.0"DETENTION VAULTBELOW, SEE S5.7F=321.6 k F=321.6 kF=321.6 kF=187.6 kANGLED HSS6x6x58 COL,ANGLE OF COL PERARCH (SEE NOTE 13)8" CMU WALL,TYP UONCONC STAIR ON GRADE,SEE 10/S5.112" CMU WALL5 B 6 14S5.27S5.3TOSL= 3'-0"13S5.2CABLE BARRIERRAILING, SEE 16/S5.314S5.2CABLE BARRIER RAILING[HIGH], SEE 16/S5.38" CONC SLABTOSL= VARIESSEE PLANNOTE 4B2 [LOW]B2B2B2B2B25 T 185 B 185 T 18 5 B 18 RAMP UP4.0"6.75"4.0"4.0"13S5.25 B 6 (14) 5T (14) 5T (14) 5T(13) 5T (13) 5T (13) 5T (11) 5T(11) 5T9S5.84.0” (13) 5T (14) 5T F=321.6 k F=321.6 k F=321.6 k F=214.4 k (10) 5T 5 T 6B2 [LOW]B2 [LOW]5 B 185 B 18F=17.9 k/ft4.0"F=17.9 k/ft2.0"CABLE BARRIERRAILING,SEE 16/S5.3HSS8x4x38HSS8x4x38 HSS8x4x38HSS8x4x38HSS8x4x38HSS8x4x38HSS8x4x38MC10x33.6HSS3x3x38HSS3x3x38 HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38MC10x33.6 HSS3x3x38HSS3x3x38HSS3x3x389S5.8SIM7S5.8TYP UON19S5.8HSS3x3x38 MC10x33.6MC10x33.6MC10x33.6HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 HSS3x3x38 19S5.8MC10x33.6HSS3x3x38 HSS3x3x38SEE NOTE 12SEE NOTE 121S5.87S5.87S5.813S5.2SIM8" CONC WALL,SEE 18/S5.3PLAN NOTES:1. TOP OF SLAB ELEVATION, SLAB THICKNESS AND REINFORCING SHALL BE AS NOTED ON PLAN.VERIFY ALL DIMENSIONS WITH ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR CONCRETECURBS, SLAB DEPRESSIONS, SLOPES, FLOOR DRAINS, SLEEVE OPENINGS, AND EDGE OF SLAB2. POST-TENSIONED SLAB IS DESIGNED FOR 2-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 1-3/4" MINIMUM CLEAR COVER TOPOST-TENSIONING REINFORCING AT EXTERIOR SPANS AND 1" MINIMUM CLEAR COVER ATINTERIOR SPANS.3. SEE SHEETS S5.5 AND S5.6 FOR TYPICAL POST-TENSIONING DETAILS, INCLUDING ADDITIONALREQUIRED REINFORCING. SEE 16/S5.5 FOR POST-TENSIONING GENERAL NOTES.4. PROVIDE (3) #4 BARS @ 6" OC TOP AND BOTTOM CONTINUOUS (SEE 14/S5.5 FOR PLACEMENT)ALONG PERIMETER OF SLAB WHERE NOTED ON PLAN. BARS ARE IN ADDITION TO (2) #4 EDGEBARS SHOWN ON 14/S5.5 AND ON PLAN.5.SPACE TENDONS WITHIN REGION NOTED ON PLAN SUCH THAT TENDONS ARE IN (2)-TENDONBUNDLES SPACED AT 6" OC. TENDONS SHALL MAINTAIN A MINIMUM HORIZONTAL SWEEPRADIUS OF 10'-0". WHERE TENDON CURVATURE EXCEEDS 1:6 PROVIDE HAIRPINS PER 2/S5.6.6.ALL POST-TENSIONING STRESSING AND ANCHOR ENDS SHALL BE FULLY ENCAPSULATEDACCORDING TO POST-TENSIONING GENERAL NOTES.7. TENDON LOCATIONS SHALL BE MARKED ACCORDING TO DETAIL 3/S5.5.8. STRESS MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO BANDED TENDONENDS PRIOR TO STRESSING BANDED TENDONS.9.MECHANICAL PIPING AND ELECTRICAL CONDUIT SHALL PENETRATE THE PT SLAB AT ONLYPREDETERMINED SLEEVE LOCATIONS. SEE ARCHITECTURAL AND MECHANICAL DRAWINGSFOR LOCATION AND SIZE OF SLAB PENETRATIONS. SEE SHEETS S5.5 AND S5.6 FORADDITIONAL REINFORCEMENT REQUIRED AT CONDUITS AND PENETRATIONS.10. MECHANICAL PIPING, ELECTRICAL FIXTURES, AND OTHER HEAVY LOADS HUNG FROM PT SLABSHALL BE SUPPORTED WITH UNISTRUT CONCRETE INSERTS, OR EQUAL. POWER-DRIVENFASTENERS SHALL NOT BE PERMITTED, UNLESS THEY ARE APPROVED BY THE STRUCTURALENGINEER OF RECORD. SEE 16/S5.5 "POWER-DRIVEN FASTENERS"11.ELEVATOR MANUFACTURER TO PROVIDE ELEVATOR GUIDE RAILS. CONTRACTOR TOCOORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER. SEE 6/S5.3.LEGENDTOP OF SLAB ELEVATIONBOTTOM OF SLAB (SOFFIT) ELEVATIONSTUDRAIL TYPE, SEE 3/S5.4STEP IN SLABSTEP IN SLAB, SLOPE TO DRAIN, X=DEPTH OF STEPSLOPE IN SLABDROP IN SLAB SOFFIT STRESSING END OF PT STRAND TENDON HEIGHT FROM BOTTOM OF SLABDENOTES TENDON HEIGHT OR MILD STEEL PLACEMENTWITH REFERENCE TO BOTTOM OF THICKENED SLABANCHOR END OF PT STRAND BxBEAM, SEE 7/S5.6STRUT, SEE 13/S5.3CORNER REINF, SEE 18/S5.5REENTRANT CORNER REINF, SEE 13/S5.6. TYP AT ALLREETRANT CORNERSX" dp*XX.X"x'-x"x'-x"X"X"TYPICAL STUD RAILS & REINFORCINGREINFORCING AT INTERIORCOLUMNS, TYP UONREINFORCING AT EXTERIORCOLUMNS, TYP UON (7) 5T (7) 5TWHERE OCCURSPER PLAN (7) 5T (7) 5TSLAB EDGEWHERE OCCURSPER PLANSTRUTDRAWN DATE SHEET REVISIONS 4502 NE 4TH ST., RENTON, WA 98059 4th DIMENSION MIXED USE PERMIT SET 4502 NE 4TH ST., RENTON, WA 98059 03/27/20 www.coffman.comph 360.707.56561997 Park LaneBurlington, WA 982332/12/2021RLR/BJW S2.2 PLAN NOTES:12.ALL STAIRS AND LANDINGS NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS AREDESIGN BUILD COMPONENTS. ALL DESIGN BUILD STEEL COMPONENTS SHALL BE DESIGNED,DETAILED, AND SUPPLIED BY THE STEEL FABRICATOR. SUPPLY AND INSTALL COMPLETE STAIRSYSTEMS INCLUDING TREADS, RISERS, AND INTERMEDIATE LANDINGS. ANY NON-STEELCOMPONENTS INCLUDING FOOTINGS SHALL BE DESIGNED, SUPPLIED AND INSTALLED BYSUPPLIERS AND SUBCONTRACTORS AS DIRECTED BY THE GENERAL CONTRACTOR.13.INSTALL HSS COLUMN AND ALL FINAL CONNECTIONS BEFORE FORMWORK IS REMOVED FORLEVEL 2 PT SLAB.SC87W5D1.1W5.1J1W2.1I1E1.1W4.1W3.8E2W1.2W4.5A1.1A1.2E1.2A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4A1.390.95 17'-8" 19'-3"W49'-4"17'-3"70'-11"15'-6 1/2"19'-7"9'-4"5'-2"7'-1"4'-6"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 CMU Shear Wall Design - ACI 530-11ETABSETABSRow # Pier StoryVuMuf'mfyLwhwtwΦMnDCRb(k)(k-ft)(psi)(ksi)(ft)(ft)(in)(k-ft)RebarSpacing (in)RebarSpacing (in)6A1.1Level 219.2183.04000603.2517.07.6251831.00#68#5810A1.2Level 214.680.04000603.2517.07.6251830.4470E1.2Level 26.256.7400060417.07.6251120.51#516#51646W2.1Level 243.3250.24000605.1717.07.6253010.83#58#5830W3.8Level 269.0365.8400060717.07.6255540.66#58#5838W4.1Level 259.5210.1400060717.07.6255540.3834E1.1Level 228.4256.84000608.517.07.6255540.4658W1.2Level 2113.5547.54000609.3317.07.62513610.40#58(2) #5866A1.3Level 2195.2853.74000609.3317.011.62510160.84#68#6818W4.5Level 269.91014.64000601417.07.62512810.79#516#5826W5.1Level 2104.3555.440006015.517.07.62512810.4314W5Level 2109.6369.940006017.2517.07.62512810.2950I1Level 2137.9755.040006017.517.07.62518810.40#516#5854J1Level 2105.21067.040006017.517.07.62518810.5742E2Level 2212.92375.340006019.517.07.62544420.53#58(2) #5862D1.1Level 2379.51905.940006019.517.07.62544420.4322W4Level 2629.66036.84000607117.07.6251257000.05#516#58HorizontalVerticalSC88SUMMARYB20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)6 fy =60 ksi .…spacing 8 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =39 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =19.2 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 4032 plf Dead Load, wDL =1340 plf Live Load, wLL =450 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.776 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 1.274 in2/ft OK As Actual = 0.663 in2/ft Shear:r min and Spacing Requirements Vu = 19.2 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =32.21 kips OK rvert (min)OK Smax (Horz)OK fVs =32.21 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.06 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 3.25 ft Gravity Point Loads (kips) 0 100 200 300 400 500 600 700 800 900 0.0 100.0 200.0 300.0 400.0fPn(kips)fMn (k-ft) SC89 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 16 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =48 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 16 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =6.2 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.847 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 1.401 in2/ft OK As Actual = 0.23 in2/ft Shear:r min and Spacing Requirements Vu = 6.2 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =20.25 kips OK rvert (min)OK Smax (Horz)OK fVs =20.25 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.01 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 4ft Gravity Point Loads (kips) 0 100 200 300 400 500 600 700 800 900 1000 0.0 200.0 400.0 600.0fPn(kips)fMn (k-ft) SC90 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 8 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =62 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =43.3 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.847 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 1.402 in2/ft OK As Actual = 0.46 in2/ft Shear:r min and Spacing Requirements Vu = 43.3 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =53.38 kips OK rvert (min)OK Smax (Horz)OK fVs =53.38 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 5.17 ft Gravity Point Loads (kips) 0 200 400 600 800 1000 1200 1400 0.0 200.0 400.0 600.0 800.0 1000.0fPn(kips)fMn (k-ft) SC91 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 8 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =84 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =69 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.847 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 6.039 in2/ft OK As Actual = 0.46 in2/ft Shear:r min and Spacing Requirements Vu = 69 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =73.63 kips OK rvert (min)OK Smax (Horz)OK fVs =73.63 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 7 ft Gravity Point Loads (kips) 0 200 400 600 800 1000 1200 1400 1600 1800 0.0 500.0 1000.0 1500.0 2000.0fPn(kips)fMn (k-ft) SC92 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)6 fy =60 ksi .…spacing 8 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =112 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)6 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =113.5 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.847 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 6.04 in2/ft OK As Actual = 0.663 in2/ft Shear:r min and Spacing Requirements Vu = 113.5 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =143.1 kips OK rvert (min)OK Smax (Horz)OK fVs =143.1 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 9.33 ft Gravity Point Loads (kips) 0 500 1000 1500 2000 2500 0.0 1000.0 2000.0 3000.0 4000.0fPn(kips)fMn (k-ft) SC93 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 8 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =112 in Nom. Thickness =12 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 2 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 133 psf Seismic Design Category =D Equiv. Solid Thick. =11.63 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =195.2 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 2261 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 1.29 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 9.203 in2/ft OK As Actual = 0.46 in2/ft Shear:r min and Spacing Requirements Vu = 195.2 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =198.8 kips OK rvert (min)OK Smax (Horz)OK fVs =198.8 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 9.33 ft 12in Gravity Point Loads (kips) 0 500 1000 1500 2000 2500 3000 3500 0.0 1000.0 2000.0 3000.0 4000.0 5000.0fPn(kips)fMn (k-ft) SC94 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 16 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 1 (1 or 2) Lw =210 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 16 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 2 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =139.7 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.847 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 6.041 in2/ft OK As Actual = 0.23 in2/ft Shear:r min and Spacing Requirements Vu = 139.7 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =189.6 kips OK rvert (min)OK Smax (Horz)OK fVs =189.6 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.01 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 17.5ft Gravity Point Loads (kips) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0.0 5000.0 10000.0 15000.0fPn(kips)fMn (k-ft) SC95 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 16 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 2 (1 or 2) Lw =234 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 8 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 2 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =379.5 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 1.19 in2/ft OK V corresponding to 1.25*Mn =No Good Maximum In-Plane Vertical Steel Ratio = 6.042 in2/ft OK As Actual = 0.46 in2/ft Shear:r min and Spacing Requirements Vu = 379.5 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =423.4 kips OK rvert (min)OK Smax (Horz)OK fVs =423.4 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 19.5ft Gravity Point Loads (kips) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0.0 5000.0 10000.0 15000.0fPn(kips)fMn (k-ft) SC96 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =4 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 32 in (8,16,24,32,40 or 48) Hw =17 ft ….no. bars/spacing 2 (1 or 2) Lw =852 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)5 (4,5, or 6) Solid Grouting?1 (yes=1, no=0)….spacing 16 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 2 (1 or 2) Max unbraced height =16.25 ft Sds =0.933 Wall Weight = 84 psf Seismic Design Category =D Equiv. Solid Thick. =7.625 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =629.6 kips @ 17 ft V2 =0 kips @ 0 ft V3 =0 kips @ 0 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1428 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 0 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 1.19 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 6.043 in2/ft OK As Actual = 0.23 in2/ft Shear:r min and Spacing Requirements Vu = 629.6 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =1972 kips OK rvert (min)OK Smax (Horz)OK fVs =780.5 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.01 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Level 2 - L = 71ft Gravity Point Loads (kips) 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 0.0 50000.0 100000.0 150000.0 200000.0fPn(kips)fMn (k-ft) SC97 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Diaphragm Design for Shear Walls - ACI 318-14ρ =1.3Section 12.3.4.1Φv = 0.6SDS = 0.607Ω =2.5IE = 1.01.25(Increase in Diaphragm Force per Section 12.3.3.4)(12.10-1)(12.10-2)(12.10-3)Level Weight (k)ΣW (k)Story Shear (k) Fi (k) Fpx (k) Fp,min (k) Fp,max (k) Fp,use (k) Factor Fdiaph (k)Level 24633.04633864864864.0562.41124.9864.01.00864ETABS22.9.4.218.12.9.2Pier StoryVuViFxLwLattachtslabvuSpacing # of Dowels μ As ΦVnΦVn,maxDCRv(k) (k) (k) (ft) (ft) (in) (k/ft) (in)(in2)(k) (k)A1.1 Level 2 14.814.814.2 3.00.009 #DIV/0! 16 1 0.6 0.31 6.70.02.12A1.2 Level 2 11.211.210.8 3.30.009 #DIV/0! 16 1 0.6 0.31 6.70.01.61W5 Level 279.3 79.376.3 17.57.339 10.4812 0.6 0.31 80.4 268.70.95W4.5 Level 2 53.853.851.7 13.08.009 6.5813 0.6 0.31 87.0 293.30.59W4 Level 2489.3 489.3470.5 74.071.009 6.68108 0.6 0.31 723.2 2602.60.65W5.1 Level 2 80.280.277.1 17.515.509 5.0 16 13 0.6 0.31 87.0 568.20.89W3.8 Level 2 53.153.151.0 8.87.009 7.3812 0.6 0.31 80.4 256.60.64E1.1 Level 2 21.821.821.0 4.88.59 2.5 16 8 0.6 0.31 53.6 311.60.39W4.1 Level 2 45.845.844.0 8.079 6.3 16 7 0.6 0.31 46.9 256.60.94E2Level 2163.8163.8157.521.019.598.18300.60.31200.9714.80.78W2.1Level 233.333.332.09.55.1796.21650.60.3133.5189.50.96I1Level 2106.1106.1102.013.017.595.88270.60.31180.8641.50.56J1Level 280.980.977.817.56.67911.78110.60.44104.5244.50.74W1.2Level 287.387.383.99.509#DIV/0!810.60.316.70.012.54D1.1Level 2291.9291.9280.714.519.5914.48300.60.44285.1714.80.98A1.3Level 2150.2150.2144.49.410914.48160.60.44152.1366.60.95E1.2Level 24.84.84.68.3491.11640.60.3126.8146.60.17A1Level 1154.8128.7209.263.563.583.318441.00.31491.02069.10.43A1.5Level 12.82.84.67.57.580.61861.00.3167.0244.40.07A1.6Level 188.4-61.8100.414.311.089.11891.00.31100.4358.41.00W5Level 189.410.016.317.517.580.918131.00.31145.1570.20.11W4.5Level 126.3-27.544.713.010.084.51881.00.3189.3325.80.50W4Level 1416.1-73.2119.074.074.081.618511.00.31569.22411.20.21W1Level 189.289.2145.0101.0101.081.418691.00.31770.03290.90.19W1.1Level 1118.3118.3192.272.572.582.718501.00.31558.02362.30.34W5.1Level 165.8-14.423.417.517.581.318131.00.31145.1570.20.16W3.8Level 127.3-25.841.98.88.884.81871.00.3178.1285.10.54W3.9Level 120.720.733.75.05.086.71851.00.3155.8162.90.60E1.1Level 133.111.218.24.84.883.81851.00.3155.8154.80.33W4.1Level 114.6-31.250.68.08.086.31871.00.3178.1260.70.65E2Level 1176.012.320.021.07.582.71861.00.3167.0244.40.30W4.2Level 166.966.9108.637.537.582.918261.00.31290.21221.90.37W4.3Level 112.512.520.312.512.581.618101.00.31111.6407.30.18W2.1Level 113.0-20.433.19.59.583.51881.00.3189.3309.50.37I1Level 181.8-24.239.313.013.083.018101.00.31111.6423.60.35J1Level 194.813.922.517.53.586.41841.00.3144.6114.00.50W1.2Level 132.4-54.989.29.50.08#DIV/0!1811.00.3111.20.07.99D1.1Level 1240.8-51.183.014.514.585.718111.00.31122.8472.50.68E1.2Level 16.41.62.68.38.380.31871.00.3178.1268.80.03SC98B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Strut Designtw Callout Pier Story Preqd PuLstrutSpacing # of As ΦVnDCRv(18.12.7.5) (18.7.5.3)(in)(k)(k) (ft) (in) Dowels(in2)(k) 0.5fc 1/3*tw8 S2 A1.1 and A1.2 Level 2 26.0 1.3 65.0 2.5 6 5 0.31 78.10.838S1W1.2Level 277.31.3193.17.06140.31218.70.888S1W1.2Level 178.01.3195.17.06140.31218.70.89Strut ScheduleCallout # of dowels Strut Length (ft) Longitudinal Bars TiesS1 21 7 (4) #9 #3 @ 2.5" OCS2 12 2.5 (4) #5 #3 @ 2.5" OCTie spacing6.002.672.67SC99B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:1 Pier:S Core-X Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 19.00 ft Length of Footing, B 26.00 ft Width of Footing, W 16.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =663.8 k Area, A 416 ft2 0.9 PD =494.7 k Section Modulus, S 1803 ft3 ME/1.4 =1534 k-ft Footing Loads Gravity Pself 93.6 k Poverburden 22.9 k PD 433.2 k PL 114.1 k PE -15.7 k Seismic Mu 2148.1 k-ft Vu 193.1 k Bearing Stress (allowable) P D + PL q' =1.6 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.3 ft qmax' =2.45 ksf B / e =11.2 ok qmin' =0.74 ksf Footing size: okLength of Pressure Distribution, a =26.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =3.1 ft qmax' =2.04 ksf B / e =8.4 ok qmin' =0.34 ksf Footing size: okLength of Pressure Distribution, a =26.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =138 k Resistance due to: Soil Friction, 0.9 Pd m =173 k Lateral Bearing =10.5 k Total Resistance =184 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC100 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:2 Pier:S Core-Y Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 11.00 ft Length of Footing, B 16.00 ft Width of Footing, W 28.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =707.6 k Area, A 448 ft2 0.9 PD =502.8 k Section Modulus, S 1195 ft3 ME/1.4 =1042 k-ft Footing Loads Gravity Pself 100.8 k Poverburden 24.6 k PD 433.2 k PL 149.0 k PE -184.8 k Seismic Mu 1458.6 k-ft Vu 217.5 k Bearing Stress (allowable) P D + PL q' =1.6 ksf Footing size: ok PD + PL + E/1.4 e = M / P =1.5 ft qmax' =2.45 ksf B / e =10.9 ok qmin' =0.71 ksf Footing size: okLength of Pressure Distribution, a =16.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =2.1 ft qmax' =1.99 ksf B / e =7.7 ok qmin' =0.25 ksf Footing size: okLength of Pressure Distribution, a =16.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =155 k Resistance due to: Soil Friction, 0.9 Pd m =176 k Lateral Bearing =18.4 k Total Resistance =194 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC101 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:3 Pier:C Core-X Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 17.00 ft Length of Footing, B 25.00 ft Width of Footing, W 30.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =1048.1 k Area, A 750 ft2 0.9 PD =769.3 k Section Modulus, S 3125 ft3 ME/1.4 =2175 k-ft Footing Loads Gravity Pself 168.8 k Poverburden 41.3 k PD 644.8 k PL 193.3 k PE -183.6 k Seismic Mu 3045.5 k-ft Vu 196.7 k Bearing Stress (allowable) P D + PL q' =1.4 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.1 ft qmax' =2.09 ksf B / e =12.0 ok qmin' =0.70 ksf Footing size: okLength of Pressure Distribution, a =25.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =2.8 ft qmax' =1.72 ksf B / e =8.8 ok qmin' =0.33 ksf Footing size: okLength of Pressure Distribution, a =25.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =140 k Resistance due to: Soil Friction, 0.9 Pd m =269 k Lateral Bearing =19.7 k Total Resistance =289 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC102 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:4 Pier:C Core-Y Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 21.00 ft Length of Footing, B 30.00 ft Width of Footing, W 25.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =1048.1 k Area, A 750 ft2 0.9 PD =769.3 k Section Modulus, S 3750 ft3 ME/1.4 =4426 k-ft Footing Loads Gravity Pself 168.8 k Poverburden 41.3 k PD 644.8 k PL 193.3 k PE -181.4 k Seismic Mu 6196.5 k-ft Vu 694.5 k Bearing Stress (allowable) P D + PL q' =1.4 ksf Footing size: ok PD + PL + E/1.4 e = M / P =4.2 ft qmax' =2.58 ksf B / e =7.1 ok qmin' =0.22 ksf Footing size: okLength of Pressure Distribution, a =30.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =5.8 ft qmax' =2.22 ksf B / e =5.2 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =27.7 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =496 k Resistance due to: Soil Friction, 0.9 Pd m =269 k Lateral Bearing =16.4 k Total Resistance =286 k, sliding occurs Remaining Lateral Force =210 k Required Additional Dead Load =668 k, use adjacent footings to provide lateral resistance L D t B e a SC103 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:5 Pier:N Core-X Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 9.33 ft Length of Footing, B 14.33 ft Width of Footing, W 28.50 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =754.1 k Area, A 408 ft2 0.9 PD =608.5 k Section Modulus, S 975 ft3 ME/1.4 =505 k-ft Footing Loads Gravity Pself 91.9 k Poverburden 22.5 k PD 561.8 k PL 77.9 k PE -17.2 k Seismic Mu 707.1 k-ft Vu 120.0 k Bearing Stress (allowable) P D + PL q' =1.8 ksf Footing size: ok PD + PL + E/1.4 e = M / P =0.7 ft qmax' =2.36 ksf B / e =21.4 ok qmin' =1.33 ksf Footing size: okLength of Pressure Distribution, a =14.3 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =0.8 ft qmax' =2.01 ksf B / e =17.3 ok qmin' =0.97 ksf Footing size: okLength of Pressure Distribution, a =14.3 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =86 k Resistance due to: Soil Friction, 0.9 Pd m =213 k Lateral Bearing =18.7 k Total Resistance =232 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC104 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:6 Pier:N Core-Y Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 19.00 ft Length of Footing, B 28.50 ft Width of Footing, W 14.33 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =754.1 k Area, A 408 ft2 0.9 PD =608.5 k Section Modulus, S 1940 ft3 ME/1.4 =1506 k-ft Footing Loads Gravity Pself 91.9 k Poverburden 22.5 k PD 561.8 k PL 77.9 k PE -35.0 k Seismic Mu 2108.2 k-ft Vu 219.6 k Bearing Stress (allowable) P D + PL q' =1.8 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.0 ft qmax' =2.62 ksf B / e =14.3 ok qmin' =1.07 ksf Footing size: okLength of Pressure Distribution, a =28.5 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =2.5 ft qmax' =2.27 ksf B / e =11.5 ok qmin' =0.71 ksf Footing size: okLength of Pressure Distribution, a =28.5 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =157 k Resistance due to: Soil Friction, 0.9 Pd m =213 k Lateral Bearing =9.4 k Total Resistance =222 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC105 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:7 Pier:Grid A full-height Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 60.00 ft Length of Footing, B 62.00 ft Width of Footing, W 5.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =531.8 k Area, A 310 ft2 0.9 PD =400.0 k Section Modulus, S 3203 ft3 ME/1.4 =1287 k-ft Footing Loads Gravity Pself 69.8 k Poverburden 17.1 k PD 357.6 k PL 87.4 k PE 38.7 k Seismic Mu 1801.9 k-ft Vu 184.0 k Bearing Stress (allowable) P D + PL q' =1.7 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.4 ft qmax' =2.12 ksf B / e =25.6 ok qmin' =1.31 ksf Footing size: okLength of Pressure Distribution, a =62.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =3.2 ft qmax' =1.69 ksf B / e =19.3 ok qmin' =0.89 ksf Footing size: okLength of Pressure Distribution, a =62.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =131 k Resistance due to: Soil Friction, 0.9 Pd m =140 k Lateral Bearing =3.3 k Total Resistance =143 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a SC106 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:8 Pier:Grid 1 L1 wall only Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 181.00 ft Length of Footing, B 186.00 ft Width of Footing, W 2.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =574.0 k Area, A 372 ft2 0.9 PD =430.7 k Section Modulus, S 11532 ft3 ME/1.4 =731 k-ft Footing Loads Gravity Pself 83.7 k Poverburden 20.5 k PD 374.4 k PL 95.4 k PE 5.2 k Seismic Mu 1023.7 k-ft Vu 236.9 k Bearing Stress (allowable) P D + PL q' =1.5 ksf Footing size: ok PD + PL + E/1.4 e = M / P =1.3 ft qmax' =1.61 ksf B / e =146.0 ok qmin' =1.48 ksf Footing size: okLength of Pressure Distribution, a =186.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =1.7 ft qmax' =1.22 ksf B / e =109.6 ok qmin' =1.09 ksf Footing size: okLength of Pressure Distribution, a =186.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =169 k Resistance due to: Soil Friction, 0.9 Pd m =151 k Lateral Bearing =1.3 k Total Resistance =152 k, sliding occurs Remaining Lateral Force =17 k Required Additional Dead Load =55 k, use adjacent footings to provide lateral resistance L D t B e a SC107 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:9 Pier:Grid 5 Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 71.00 ft Length of Footing, B 58.00 ft Width of Footing, W 8.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =679.9 k Area, A 464 ft2 0.9 PD =478.7 k Section Modulus, S 4485 ft3 ME/1.4 =4247 k-ft Footing Loads Gravity Pself 104.4 k Poverburden 25.5 k PD 402.0 k PL 148.0 k PE 215.7 k Seismic Mu 5946.4 k-ft Vu 500.0 k Bearing Stress (allowable) P D + PL q' =1.5 ksf Footing size: ok PD + PL + E/1.4 e = M / P =6.2 ft qmax' =2.41 ksf B / e =9.3 ok qmin' =0.52 ksf Footing size: okLength of Pressure Distribution, a =58.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =8.9 ft qmax' =1.98 ksf B / e =6.5 ok qmin' =0.08 ksf Footing size: okLength of Pressure Distribution, a =58.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =357 k Resistance due to: Soil Friction, 0.9 Pd m =168 k Lateral Bearing =5.3 k Total Resistance =173 k, sliding occurs Remaining Lateral Force =184 k Required Additional Dead Load =585 k, use adjacent footings to provide lateral resistance L D t B e a SC108 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project:4th Dimension Date:2/26/2021 Tab #:10 Pier:Grid 4 Soil Design Criteria (allowable) Soil Bearing Pressure, s 2000 psf 1/3 increase =2667 psf Coefficient of Soil Friction, m 0.35 Lateral Bearing Resistance, p 350 pcf Overburden 110 pcf Footing Dimensions Components Length of Wall, L 49.00 ft Length of Footing, B 49.00 ft Width of Footing, W 3.00 ft Allowable Thickness of Footing, t 18 in Depth below grade, D 0.50 ft PD + PL =217.1 k Area, A 147 ft2 0.9 PD =180.3 k Section Modulus, S 1201 ft3 ME/1.4 =760 k-ft Footing Loads Gravity Pself 33.1 k Poverburden 8.1 k PD 159.2 k PL 16.7 k PE -11.3 k Seismic Mu 1064.1 k-ft Vu 99.8 k Bearing Stress (allowable) P D + PL q' =1.5 ksf Footing size: ok PD + PL + E/1.4 e = M / P =3.5 ft qmax' =2.11 ksf B / e =14.0 ok qmin' =0.84 ksf Footing size: okLength of Pressure Distribution, a =49.0 ft 0.9 PD +/- E/1.4 (assumes symmetry about center of footing) e = M / P =4.2 ft qmax' =1.86 ksf B / e =11.6 ok qmin' =0.59 ksf Footing size: okLength of Pressure Distribution, a =49.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =71 k Resistance due to: Soil Friction, 0.9 Pd m =63 k Lateral Bearing =2.0 k Total Resistance =65 k, sliding occurs Remaining Lateral Force =6 k Required Additional Dead Load =20 k, use adjacent footings to provide lateral resistance L D t B e a SC109 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION SC110B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION GRAVITY DESIGN WOOD GRAVITY DESIGN SC111 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project location client by date checked date sheet no. job no. 1 2 5 A4.2 BALCONY 14' - 6"5' - 9"11' - 8"24' - 8" UNIT 9 CL. 01 AA EEEE 4 4' - 0" 136.00 SF LIVING - 9 9C 9F 161.63 SF M. BED. - 9 9G 06 AA EEEE 3"4'-1"BJ1 BB1 BB2 BB3 7'-4 1/2"2'-3" 9'-9"5'-3"1'-11 1/2"11'-6" GRID A BALCONY FRAMING SC112 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)556 @ 7' 9 1/2"1406 (1.50")Passed (40%)--1.0 D + 1.0 L (All Spans) Shear (lbs)467 @ 7' 2 1/4"1305 Passed (36%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1054 @ 4'1360 Passed (78%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.078 @ 4'0.190 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.143 @ 4'0.379 Passed (L/636)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50"2.25"1.50"267 320 587 1 1/4" Rim Board 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"272 327 599 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 8" o/c Bottom Edge (Lu)7' 8" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 8' 1"16"50.0 60.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Grid A Balcony Framing, BJ-1 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC ForteWEB Software Operator Job Notes 2/10/2021 6:03:37 PM UTCBrian WalkenhauerCoffman Engineers (360) 707-5656brian.walkenhauer@coffman.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 180948 4th Dimension Mixed Use Page 2 / 5SC113 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2061 @ 12' 5 1/2"4725 (1.50")Passed (44%)--1.0 D + 1.0 L (Alt Spans) Shear (lbs)1735 @ 3' 8 3/8"8590 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4993 @ 7' 7 3/8"15953 Passed (31%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.076 @ 7' 5 5/8"0.249 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.136 @ 7' 6 1/4"0.499 Passed (L/883)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Beam - DF 5.50"5.50"1.51"1559 1750 3309 Blocking 2 - Hanger on 11 7/8" DF beam 5.50"Hanger¹1.50"1025 1226 2251 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 6" o/c Bottom Edge (Lu)12' 6" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS414 2.00"N/A 10-16d 6-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 12' 5 1/2"N/A 13.0 -- 1 - Uniform (PSF)0 to 12' 11" (Front)3' 9"50.0 60.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Grid A Balcony Framing, BB-1 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL ForteWEB Software Operator Job Notes 2/10/2021 6:03:37 PM UTCBrian WalkenhauerCoffman Engineers (360) 707-5656brian.walkenhauer@coffman.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 180948 4th Dimension Mixed Use Page 3 / 5SC114 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6373 @ 4' 6 1/4"18047 (5.50")Passed (35%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3358 @ 5' 8 7/8"12053 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-12475 @ 4' 6 1/4"29854 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.088 @ 8' 3"0.200 Passed (2L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.168 @ 8' 3"0.373 Passed (2L/532)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). •Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" DF beam 3.50"Hanger¹1.50"-1366 -1543 -2909 See note ¹ 2 - Column - DF 5.50"5.50"1.94"3080 3293 6373 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)8' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HGUS5.50/10 4.00"N/A 46-10d 16-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 8' 3"N/A 19.5 -- 1 - Point (lb)8' 3" (Front)N/A 1559 1750 Linked from: BB-1,Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. An excessive uplift of -2909 lbs at support located at 3 1/2" failed this product. MEMBER REPORT FAILED Grid A Balcony Framing, BB-2 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL ForteWEB Software Operator Job Notes 2/10/2021 6:03:37 PM UTCBrian WalkenhauerCoffman Engineers (360) 707-5656brian.walkenhauer@coffman.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 180948 4th Dimension Mixed Use Page 4 / 5Choose MGU Hanger, Uplift Capacity = 6184 lb SC115 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4067 @ 5' 9 1/4"12031 (5.50")Passed (34%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2267 @ 6' 11 7/8"8590 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-5627 @ 5' 9 1/4"15953 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.057 @ 8' 3"0.200 Passed (2L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.095 @ 8' 3"0.248 Passed (2L/626)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •-239 lbs uplift at support located at 2". Strapping or other restraint may be required. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50"2.25"1.50"304 -542 304/-542 1 1/4" Rim Board 2 - Stud wall - DF 5.50"5.50"1.86"2299 1768 4067 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 2" o/c Bottom Edge (Lu)8' 2" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 8' 3"N/A 13.0 -- 1 - Uniform (PSF)0 to 6' (Front)5' 9"27.0 -Floor Load 2 - Uniform (PSF)0 to 6' (Front)9'10.0 -Wall Load 3 - Point (lb)8' 3" (Front)N/A 1025 1226 Linked from: BB-1, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Grid A Balcony Framing, BB-3 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL ForteWEB Software Operator Job Notes 2/10/2021 6:03:37 PM UTCBrian WalkenhauerCoffman Engineers (360) 707-5656brian.walkenhauer@coffman.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 180948 4th Dimension Mixed Use Page 5 / 5Choose LSTA18 Strap, Uplift Capacity = 772 lb SC116 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION LATERAL DESIGN WOOD LATERAL DESIGN SC117 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project: 4TH Dimension Mixed Use Date:2/10/2021 Engr:BLF Site Class =D SS =1.40 S1 =0.53 SDS=0.93 SD1=0.53 R =6.5 I =1.0 Fundamental Period -Ta = Cthnx hn=31 Ct=0.02 x =0.75 Ta = 0.263 Seismic Response Coefficient - Cs (eq)=0.144 Cs =0.144 Cs (max)=0.307 Cs (min)=0.010 Base Shear- Weight =1124 kips Base Shear =161 kips (LFRD) Vertical Distribution - Left Building k =1.0 Level Height Weight w * hk Cvx Story Force Story Shear (ft)(kips)kips (kips) roof 31.0 313 9706 0.444 71.7 71.7 4 20.0 406 8112 0.371 59.9 131.6 3 10.0 406 4056 0.185 30.0 161.6 0 0.0 0 0 0.000 0.0 Totals:1124 21874 1 161.6 Diaphragm Distribution: Left Building roof 71.7 313 313 72 58 72 4 131.6 406 719 74 76 76 3 161.6 406 1124 58 76 76 0 0 0 0 0 0 223 equation:Fx =Cvx V Fpx(min)= .2 SDS I wpx Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) Fpx min (kips) Fpx (kips) Fpx (kips) pxpxwn xi iw n xi iF F  =  ==k xxvx ihn i iw hwC k  = = 1 Coffman Engineers print date: 2/10/2021 SC118 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Project: 4TH Dimension Mixed Use Date:2/10/2021 Engr:BLF Weight Take Off Roof Wall height =6 feet wall weight =0 psf b L Area w wall length Mech'l W W %W Vx Vdia ft ft sf psf ft Kips kips Kips Kips main bldg 10100 31 0 0 313.1 100.0 71.7 71.7 stair 0 25 0 0 0.0 0.0 0.0 0.0 Bal & cor 0 0 0 0 0.0 0.0 0.0 0.0 walls 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 10100 0 313.1 100.0 71.7 71.7 LVL 4 Wall height =10 feet wall weight =0 psf b L Area w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 7133 44 0 313.9 77.4 46.4 58.6 stair 50 0 0.0 0.0 0.0 0.0 Bal & cor 1835 50 0 91.8 22.6 13.5 17.1 walls 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 8968 405.6 100.0 59.9 75.7 LVL 3 Wall height =10 feet wall weight =0 psf B L AREA w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 7133 44 0 313.9 77.4 23.2 58.6 stair 50 0 0.0 0.0 0.0 0.0 Bal & cor 1835 50 0 91.8 22.6 6.8 17.1 walls 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 8968 405.6 100.0 30.0 75.7 Total Seismic Weight =1124.3 kips (LRFD) Coffman Engineers print date: 2/10/2021 SC119 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION WIND LOAD BASE SHEAR - MWFRS TRANVERSE DIRECTION - LOAD CASE A Roof Pitch = 0.5 /12 θ = 2.39 deg 2a = 8.4 ft Aroof = 0 sf Aroof,e = 0 sf Vertical Projection Ar,wall = 1580 sf Ar,wall,e = 86 sf A2, roof = 0 sf A2, roof,e = 0 sf Vertical Projection A2, wall = 2010 sf A2, wall,e = 84 sf P2 = -19.1 psf P2e = -27.4 psf P3 = -12.1 psf P3e = -15.6 psf P1,4 = 15.1 psf P1,4e = 22.8 psf Froof = 24.6 kips NEGLECT NEGATIVE WIND FORCE ON ROOF F2 = 31.1 kips Vwind = 55.6 kips Vallow = 33.4 kips (0.6W) LONGITUDINAL DIRECTION - LOAD CASE B Roof Pitch = 0.5 /12 θ = 2.39 deg a = 4.2 ft Aroof = 0 sf Aroof,e = 0 sf Vertical Projection Ar,wall = 270 sf Ar,wall,e = 49 sf A2, roof = 0 sf A2, roof,e = 0 sf Vertical Projection A2, wall = 420 sf A2, wall,e = 42 sf P2 = -19.1 psf P2e = -27.4 psf P3 = -12.1 psf P3e = -15.6 psf P5,6 = 15.1 psf P5,6e = 22.8 psf Froof = 4.5 kips NEGLECT NEGATIVE WIND FORCE ON ROOF F2 = 6.7 kips Vwind = 11.1 kips Vallow = 6.7 kips (0.6W) NOTE: TORSIONAL LOAD CASE NOT REQUIRED FOR LIGHT-FRAME BUILDINGS 2 STORIES OR LESS IN HEIGHT project by sheet no. location date client check job no. topic dateWIND BASE SHEAR 180948 4TH DIMENSION BJW RENTON, WA 2/26/2021 SC120 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION Wood Shearwall Design: 4th Dimension Mixed Use Inputs: Wood Species: Sds:0.933 Cd:4.0 1 E, end posts:1600000 psi G =0.50 Sheathing Material: Seismic Loads: rho E/W = 1 2 rho N/S = 1 Wall Sheathing Type - Thickness - Nail Size: Story LRFD ASD LRFD ASD (0.7E) Level Height (ft)Fx (kip)Fx (kip)Fpx (kip)Fpx (kip)7 Roof 10.83 71.7 k 50.2 71.7 k 50.2 4 10 59.9 k 41.9 75.7 k 53.0 Seismic 3 10 30.0 k 21.0 75.7 k 53.0 Capacity Capacity 0.0 0.0 Nailing (nominal)(ASD)Ga (k/in) 0.0 0.0 6 620 310 14 sum =161.6 113.1 223.1 156.1 k 4 920 460 17 3 1200 600 19 2 1540 770 23 Wind Loads: Transverse Direction (Load Case A) Wind 1 Capacity Capacity Story LRFD ASD (0.6W) Nailing (nominal)(ASD)Ga (k/in) Level Height (ft)Fw (kip) Fw (kip)6 870 435 14 Roof 10.83 32.9 k 19.7 4 1290 645 17 4 10 41.6 k 25.0 3 1680 840 19 3 10 41.6 k 25.0 2 2155 1078 23 0 0 0.0 0 0 0.0 sum =116.1 69.7 k Floor/Roof Sheathing Type: 8 Wind Loads: Longitudinal Direction (Load Case B) North/South is the Transverse Direction Seismic Story LRFD ASD (0.6W)Capacity Capacity Level Height (ft)Fw (kip)Fw (kip)Nailing (nominal)(ASD)Ga (k/in) Roof 10.83 6.0 k 3.6 6 430 215 6 4 10 8.9 k 5.3 4 0 0 0 3 10 8.9 k 5.3 2.5 0 0 0 0 0 0.0 2 0 0 0 0 0 0.0 sum =23.8 14.3 k Wind Capacity Capacity Nailing (nominal)(ASD)Ga (k/in) Gravity Loads:6 600 300 6 DLroof =13 psf 4 0 0 0 LLroof =0 psf (don't have to include snow if <30 psf)2.5 0 0 0 DLfloor =30 psf 2 0 0 0 LLfloor =40 psf DLwall =13 psf SC121 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION 3A4.2ELEV.BALCONY WALKWAY123452A4.14A4.21A4.174.67 SFRES. ELEV. LOBBY104D5A4.210' - 6"8' - 8"BALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONY14' - 6"25' - 6"10' - 6"5' - 9"34' - 0"11' - 8"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"11' - 8"9' - 0"6' - 1"7' - 9"9' - 4"7' - 8"4"4"50' - 6"93' - 8"REFPUNIT 9UNIT 10UNIT 11UNIT 12UNIT 13UNIT 14UNIT 15UNIT 16CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.DWDWREFPREFPPREFPREFPREFDWDWDWDWDWCL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"2A4.319' - 0"4' - 9"BALCONY BRIDGE01AA01AA01AA01AA01AA01AA01AA01AAEEDDDDEEDDBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBCC16DDDD03030302070509070403030302070506090704030303020705060907040303030207050609070403030302070506090704030303020705060907040303030207050609070403030302070506090704CCCCCCCCCCCCCC164' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"136.00 SFLIVING - 99C73.42 SFDINING - 99B128.42 SFKICHEN - 99A108.48 SFBEDRM. 2-99D35.42 SFBATH 1-99E50.96 SFM. BATH-99F161.63 SFM. BED. - 99G161.62 SFM. BED.-1010G35.42 SFBATH 1-1010E108.48 SFBEDRM. 2-1010D74.30 SFDINING-1010B138.00 SFLIVING - 1010C128.42 SFKITCHEN-1010A138.00 SFLIVING-1111C74.30 SFDINING 1111B161.63 SFM. BED.-1111G50.96 SFM. BATH-1111F35.42 SFBATH 1-1111E108.48 SFBEDRM. 2-1111D108.48 SFBEDRM. 2-1212D35.42 SFBATH 1-1212E50.96 SFM. BATH-1212F161.62 SFM. BED.-1212G138.00 SFLIVING - 1212C73.90 SFDINING-1212B129.38 SFKITCHEN 1212A138.00 SFLIVING - 1313C74.31 SFDINING-1313B128.42 SFKITCHEN 1313A108.48 SFBEDRM. 2-1313D35.42 SFBATH 1-1313E50.96 SFM. BATH-1313F161.63 SFM. BED.-1313G161.62 SFM. BED.-1414G50.96 SFM. BATH-1414F35.42 SFBATH 1-1414E108.48 SFBEDRM. 2-1414D129.38 SFKITCHEN-1414A73.90 SFDINING-1414B138.00 SFLIVING-1414C138.00 SFLIVING-1515C73.90 SFDINING-1515B129.38 SFKITCHEN-1515A108.48 SFBEDRM. 2-1515D35.42 SFBATH 1-1515E50.96 SFM. BATH-1515F161.63 SFM. BED.-1515G161.62 SFM. BED.-1616G50.96 SFM. BATH-1616F35.42 SFBATH 1-1616E108.48 SFBEDRM. 2-1616D50.96 SFM. BATH-1010F128.42 SFKITCHEN-1111A74.10 SFDINING-1616B131.84 SFKITCHEN-1616A138.00 SFLIVING-1616C30.14 SFHALL9H30.14 SFHALL10F30.14 SFHALL11H30.14 SFHALL12H30.14 SFHALL13H30.14 SFHALL14H30.14 SFHALL15H30.14 SFHALL16H1A4.4W/D9IW/D10IW/D11IW/D12IW/D13IW/D14IW/D15IW/D16I162' - 6"9' - 10"3' - 6"6' - 11"3' - 6"DD06AAAAAAAAAAAAEEEEFFRES. STAIR 1106DRES. STAIR 2107DREFPREFPDW9' - 6"A2.42A2.433"3"3A4.2A53' - 6"5' - 11"3' - 6"3' - 6"11' - 6"1' - 0"1' - 0"8' - 0"3' - 6"3' - 6"17' - 3"LEVEL 3 TO 4:18 RISERS@6.66"TREAD = 11"I124A4.2J8' - 0"3' - 6"3' - 6"3' - 6"LEVEL 3 TO LEVEL 4:18 RISERS@6.66"TREAD = 11"17' - 8"6' - 8"WALL LEGEND6" WOOD STUDWALL -2X6@16"OC W/SIDING PER ELEVATION O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-21 BATTS BTWN, U.N.O.4" INTERIOR STUDWALL -2X4@16"OC W/ 5/8" GYP. BD. EA. SIDE AND SOUND BATT INSUL. BTWN. USE 2X6 WHERE NEC. FOR PLUMBING U.N.O.8" CONCRETE WALL U.N.O.8" CMU -2-HR. PARTY WALL. 6" WOOD STUDWALL -2X6@16"OC -1 HR. FIRE RATED ; EXTEND 4'-0" BEYOND PARTY WALL, TYP.6" METAL STUDWALL -2X6@16"OC W/SIDING PER ELEVATION O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-13 + R-10ci BATTS BTWN, U.N.O.FLOOR AREASLEVEL 3 BUILDING AREAS (GROSS)APARTMENTS7,060 SFAPT. BALCONIES 704 SFWALKWAY1,628 SFSTAIRS/ELEV. LOBBY 479 SFTOTAL AREA 9,871 SFDRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM3/26/2020 3:23:26 PMEMCA2.44502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USEFINAL CHECK SET1/8" = 1'-0"1LEVEL 31/4" = 1'-0"2STAIR 1 - LEVEL 31/4" = 1'-0"3STAIR 2 - LEVEL 323'-9"8,968.3 sf7,132.9 sf262.5 sf199 sf177.2 sf2'-7"2'-8 1/2"4'-1/2"24'-0"12'-0"11'-10 1/2"24'-0"568.8 sf1,101.2 sf1,064.4 sf1,101.2 sf1,066.5 sf1,101.2 sf1,067.2 sf1,101.2 sf778.7 sf34'-6"38'-9"33'-6"9'-7"11'-4"0'-8"9'-9"ABCDEFGHIJ253.2 sf18'-7 1/2"11'-6"EAST/WEST DIRECTION SHEAR WALLSSC122RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ABCDEFGHI12345JSLOPE DN.@0.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12ROOF AROOF BROOF CROOF DRVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVOCRICKETGUTTER & DN. SPOUTS TO ROOD DECK BELOW TO FLOOR DRAINS, TYP.RDRD2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"8' - 9"2' - 0"10' - 10"9"9"9"GUTTER & DN. SPOUTS TO DRAINAGE SYS. PER CIVILBILCO TYPE S ROOF HATCH LADDER ACCESSBILCO TYPE S ROOF HATCH LADDER ACCESSVENT TERMINATION11' - 11 3/4"A2.57ROOF FRAMING NOTES1. PROVIDE VENTILATION AS REQUIRED BY 2003 I.B.C.2. PROVIDE SOLID BLOCKING AT ALL RIDGES, EAVES, AND AT MIDSPAN OF ALL (RAFTER/TRUSS) LOCATIONS AS REQUIRED.3. ALL CONNECTORS TO BE "SIMPSON" OR EQUAL AND INSTALLED AS PER MANUFACTURER SPECIFICATIONS.4. ALL LUMBER TO BE DOUGLAS FIR #2 OR BETTER U.N.O.5. USE 24 GA. GALVANIZED FLASHING AS REQUIRED.VENT CALCS.VENTING REQUIRED: 1/1501. NEW ROOF SECTION A:ATTIC SF = 6,610 SF/150 =44.06 SFEAVE VENT (TOP) = 88 BLOCKS@0.204 SF = 17.95 SF EAVE VENT (BOTTOM) = 88 BLOCKS@0.204 = 17.95 SFRVO38 VENT (OR EQUAL) = 32 UNITS@0.26 SF = 8.32TOTAL VENTILATION PROVIDED= 44.22 SF > 44.06 SF, OKAY2. NEW ROOF SECTION B:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAY3. NEW ROOF SECTION C:ATTIC SF = 131 SF/150 =0.87 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.87 SF, OKAY4. NEW ROOF SECTION D:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAYABCDEF123458'x8' KALWALL PANELDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVIL6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.10'x8' KALWALL PANEL10'x8' KALWALL PANEL8'-6"x10' KALWALL PANEL24'x10' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL24'x10' KALWALL PANEL11'x8' KALWALL PANELDOWNSPOUT TO DRAINAGE SYS. PER CIVILCANOPY SUPPORTS PER STRUCT., TYP.CANOPY SUPPORTS PER STRUCT.4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"HIJ6" GUTTER, TYP.DOWNSPOUT TO DRAINAGE SYS. PER CIVIL8'x6' KALWALL PANELCANOPY SUPPORT PER STRUCT.4' - 0"DRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM3/26/2020 3:24:02 PMEMCA2.114502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USEFINAL CHECK SETNORTH1/8" = 1'-0"2ROOF PLAN1/8" = 1'-0"1CANOPY LAYOUT10,108.1 sf731.4 sf1,169.9 sf1,260.3 sf1,169.9 sf1,229.6 sf1,169.9 sf1,260.3 sf1,169.9 sf950.4 sf338.6 sfEAST/WEST DIRECTION SHEAR WALLSSC123RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 East/West Direction Shear WallsSeismic ForcesPerforated Shear Walls:Strength:Overturning:Deflection:Reduce each Li for aspect ratioEW-ARoof07323.634.50 1.05.31 Yes 7.12 0.99 515.6 3 600.0OK40 706.3 -4.9 None 0.350 0.45OK405696.334.50 4.8 14.7 2 Yes 8.31 0.90 841.6 4 920.0OK110 266 16.8 -23.2 None 0.154 0.42OK305697.634.50 4.8 24.1 2 Yes 8.31 0.90 1019.6 3 1200.0OK194 586 29.3 -58.1 None 0.159 0.42OKEW-BRoof5855855.838.75 2.06.51 No NA 150.0 6 310.0OK63 961.7 -0.9 None 0.119 0.45OK455155111.038.75 5.8 18.2 1 No NA 283.0 6 310.0OK173 367 5.1 -5.1 None 0.207 0.42OK355155113.538.75 5.8 29.9 1 No NA 349.6 4 460.0OK308 813 8.7 -13.3 None 0.211 0.42OKEW-CRoof6306306.333.50 2.05.61 No NA 186.9 6 310.0OK68 722.1 -0.1 None 0.149 0.45OK453553511.333.50 5.0 15.0 1 No NA 336.2 4 460.0OK180 265 6.0 -2.6 None 0.204 0.42OK353553513.833.50 5.0 24.3 1 No NA 411.0 4 460.0OK318 579 10.2 -8.0 None 0.246 0.42OKEW-DRoof5855855.838.75 2.06.51 No NA 150.0 6 310.0OK63 961.7 -0.9 None 0.119 0.45OK455155111.038.75 5.8 18.2 1 No NA 283.0 6 310.0OK173 367 5.1 -5.1 None 0.207 0.42OK355155113.538.75 5.8 29.9 1 No NA 349.6 4 460.0OK308 813 8.7 -13.3 None 0.211 0.42OKEW-ERoof6306306.333.50 2.05.61 No NA 186.9 6 310.0OK68 722.1 -0.1 None 0.149 0.45OK453553511.333.50 5.0 15.0 1 No NA 336.2 4 460.0OK180 265 6.0 -2.6 None 0.204 0.42OK353553513.833.50 5.0 24.3 1 No NA 411.0 4 460.0OK318 579 10.2 -8.0 None 0.246 0.42OKEW-FRoof5855855.838.75 2.06.51 No NA 150.0 6 310.0OK63 961.7 -0.9 None 0.119 0.45OK455155111.038.75 5.8 18.2 1 No NA 283.0 6 310.0OK173 367 5.1 -5.1 None 0.207 0.42OK355155113.538.75 5.8 29.9 1 No NA 349.6 4 460.0OK308 813 8.7 -13.3 None 0.211 0.42OKEW-GRoof6306306.333.50 2.05.61 No NA 186.9 6 310.0OK68 722.1 -0.1 None 0.149 0.45OK453553511.333.50 5.0 15.0 1 No NA 336.2 4 460.0OK180 265 6.0 -2.6 None 0.204 0.42OK353553513.833.50 5.0 24.3 1 No NA 411.0 4 460.0OK318 579 10.2 -8.0 None 0.246 0.42OKEW-HRoof5855855.838.75 2.06.51 No NA 150.0 6 310.0OK63 961.7 -0.9 None 0.119 0.45OK455155111.038.75 5.8 18.2 1 No NA 283.0 6 310.0OK173 367 5.1 -5.1 None 0.207 0.42OK355155113.538.75 5.8 29.9 1 No NA 349.6 4 460.0OK308 813 8.7 -13.3 None 0.211 0.42OKEW-IRoof6123394.718.50 2.03.11 No NA 255.4 6 310.0OK51 222.9 1.6 A 0.241 0.45OK45302538.418.50 5.8 8.7 1 No NA 453.3 3 600.0OK135 84 8.2 2.9 A 0.306 0.42OK353025310.218.50 5.8 14.3 1 No NA 552.4 2 770.0OK237 185 13.9 2.9 A 0.303 0.42OKGravity Trib Width (ft)Deflection (in)MAX Allow Drift (in)CHECK?ΣMR (k-ft)C (k) T (k) HoldownShear Capacity (plf)CHECK?ΣMOT (k-ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?∑Li (ft)Wall Length (ft)Gravity Trib Width (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)∑Li (ft)CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?Deflection (in)MAX Allow Drift (in)CHECK?T (k) HoldownΣMOT (k-ft)ΣMR (k-ft)C (k)v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)CHECK?Perforated Shear Wall?∑Li (ft)Co 4.3.3.5Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodΣ Shear (k)Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Deflection (in)MAX Allow Drift (in)CHECK?T (k) HoldownΣMOT (k-ft)ΣMR (k-ft)C (k)v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)CHECK?Perforated Shear Wall?∑Li (ft)Co 4.3.3.5Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodΣ Shear (k)Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)MAX Allow Drift (in)CHECK?Deflection (in)HoldownΣMOT (k-ft)ΣMR (k-ft)C (k) T (k)v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)CHECK?∑Li (ft)Co 4.3.3.5Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Σ Shear (k)Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft)∑Li (ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)∑Li (ft)CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)∑Li (ft)CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall?Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity (plf)∑Li (ft)CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?SC124B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION East/West Direction Shear WallsWind ForcesAllowable Deflection RatioΣMR = 0.6*ΣDL*(L/2)H/ 400EW-APost RodRoof1.41.4203 840 19.0OK161655552.5 -6.2OKOK0.022 0.116 0.000 0.138 0.307 0.55OK41.63.0403 2580 34.0OK33 49 152 207 7.5 -23.5OKOK0.015 0.059 0.000 0.074 0.170 0.36OK31.64.6614 3360 38.0OK51 100 250 457 15.1 -52.9OKOK0.015 0.081 0.000 0.0960.0960.18OKEW-BPost RodRoof2.32.359 435 14.0OK252575750.7 -1.3OKOK0.001 0.046 0.000 0.047 0.279 0.55OK43.15.4138 435 14.0OK54 78 211 287 2.3 -5.5OKOK0.002 0.099 0.000 0.101 0.232 0.36OK33.18.4217 645 17.0OK84 163 348 634 4.5 -12.4OKOK0.003 0.128 0.000 0.1310.1310.18OKEW-CPost RodRoof2.52.574 435 14.0OK272756560.9 -0.9OKOK0.002 0.057 0.000 0.059 0.307 0.55OK43.05.4162 645 17.0OK54 81 150 207 2.7 -3.8OKOK0.003 0.096 0.000 0.098 0.249 0.36OK33.08.4251 645 17.0OK84 165 245 451 5.3 -8.7OKOK0.002 0.148 0.000 0.1500.1500.18OKEW-DPost RodRoof2.32.359 435 14.0OK252575750.7 -1.3OKOK0.001 0.046 0.000 0.047 0.279 0.55OK43.15.4138 435 14.0OK54 78 211 287 2.3 -5.5OKOK0.002 0.099 0.000 0.101 0.232 0.36OK33.18.4217 645 17.0OK84 163 348 634 4.5 -12.4OKOK0.003 0.128 0.000 0.1310.1310.18OKEW-EPost RodRoof2.52.574 435 14.0OK272756560.9 -0.9OKOK0.002 0.057 0.000 0.059 0.307 0.55OK43.05.4162 645 17.0OK54 81 150 207 2.7 -3.8OKOK0.003 0.096 0.000 0.098 0.249 0.36OK33.08.4251 645 17.0OK84 165 245 451 5.3 -8.7OKOK0.002 0.148 0.000 0.1500.1500.18OKEW-FPost RodRoof2.32.359 435 14.0OK252575750.7 -1.3OKOK0.001 0.046 0.000 0.047 0.279 0.55OK43.15.4138 435 14.0OK54 78 211 287 2.3 -5.5OKOK0.002 0.099 0.000 0.101 0.232 0.36OK33.18.4217 645 17.0OK84 163 348 634 4.5 -12.4OKOK0.003 0.128 0.000 0.1310.1310.18OKEW-GPost RodRoof2.52.574 435 14.0OK272756560.9 -0.9OKOK0.002 0.057 0.000 0.059 0.307 0.55OK43.05.4162 645 17.0OK54 81 150 207 2.7 -3.8OKOK0.003 0.096 0.000 0.098 0.249 0.36OK33.08.4251 645 17.0OK84 165 245 451 5.3 -8.7OKOK0.002 0.148 0.000 0.1500.1500.18OKEW-HPost RodRoof2.32.359 435 14.0OK252575750.7 -1.3OKOK0.001 0.046 0.000 0.047 0.279 0.55OK43.15.4138 435 14.0OK54 78 211 287 2.3 -5.5OKOK0.002 0.099 0.000 0.101 0.232 0.36OK33.18.4217 645 17.0OK84 163 348 634 4.5 -12.4OKOK0.003 0.128 0.000 0.1310.1310.18OKEW-IPost RodRoof1.91.9100 435 14.0OK202017171.2 0.2OKOK0.004 0.078 0.003 0.085 0.359 0.55OK42.24.0218 840 19.0OK40 61 48 65 3.7 -0.3OKOK0.007 0.115 0.000 0.122 0.274 0.36OK32.26.2336 1078 23.0OK62 123 79 145 7.2 -1.2OKOK0.006 0.146 0.000 0.1520.1520.18OKv (lbs/ft)Shear Capacity LevelShear (k) Σ Shear (k)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)LevelShear (k) Σ Shear (k)CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)LevelShear (k) Σ Shear (k)Total Defl (in.)Maximum Allowable Drift CHECK?Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)LevelShear (k) Σ Shear (k) v (lbs/ft)Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK? CHECK?Bending (in)Shear (in)Rod Elongation (in)Deflection (in)Total Defl (in.)Maximum Allowable Drift CHECK?SC125B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION East/West Direction Shear WallsDiaphragm Connection DesignEW-ARoof3.60.034.506215OK3.634.50 1056215OK43.40.034.506215OK3.434.50 976215OK33.40.034.506215OK3.434.50 976215OKEW-BRoof5.82.938.8756215OK2.938.75 756215OK46.53.338.8846215OK3.338.75 846215OK36.53.338.8846215OK3.338.75 846215OKEW-CRoof6.33.133.5936215OK3.133.50 936215OK46.33.233.5946215OK3.233.50 946215OK36.33.233.5946215OK3.233.50 946215OKEW-DRoof5.82.938.8756215OK2.938.75 756215OK46.53.338.8846215OK3.338.75 846215OK36.53.338.8846215OK3.338.75 846215OKEW-ERoof6.33.133.5936215OK3.133.50 936215OK46.33.233.5946215OK3.233.50 946215OK36.33.233.5946215OK3.233.50 946215OKEW-FRoof5.82.938.8756215OK2.938.75 756215OK46.53.338.8846215OK3.338.75 846215OK36.53.338.8846215OK3.338.75 846215OKEW-GRoof6.33.133.5936215OK3.133.50 936215OK46.33.233.5946215OK3.233.50 946215OK36.33.233.5946215OK3.233.50 946215OKEW-HRoof5.82.938.8756215OK2.938.75 756215OK46.53.338.8846215OK3.338.75 846215OK36.53.338.8846215OK3.338.75 846215OKEW-IRoof4.73.018.51646215OK1.718.50 916215OK44.63.118.51696215OK1.518.50 816215OK34.63.118.51696215OK1.518.50 816215OKLeft SideRight SideFr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideFr,left (k)Diaphragm Capacity (plf)Lattach Left (ft)vleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?CHECK?LevelFpx (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideNail Spacing Diaphragm Capacity (plf)CHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)LevelFpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideDiaphragm Capacity (plf)CHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)Fr,right (k)LevelFpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing Left SideRight SideDiaphragm Capacity (plf)CHECK?LevelFpx (k)LevelFpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideFr,right (k)Lattach Right (ft)LevelFpx (k) Fr,left (k)Lattach Left (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight Sidevleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Diaphragm Capacity (plf)CHECK? Fr,right (k)LevelFpx (k) Fr,left (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideLattach Left (ft)vleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK? Fr,right (k)LevelFpx (k) Fr,left (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Left SideRight SideLattach Left (ft)vleft (lbs/ft)Nail Spacing Fr,right (k)LevelFpx (k) Fr,left (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?Lattach Left (ft)vleft (lbs/ft)Nail Spacing Diaphragm Capacity (plf)CHECK?SC126B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION 3A4.2ELEV.BALCONY WALKWAY123452A4.14A4.21A4.174.67 SFRES. ELEV. LOBBY104D5A4.210' - 6"8' - 8"BALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONY14' - 6"25' - 6"10' - 6"5' - 9"34' - 0"11' - 8"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"11' - 8"9' - 0"6' - 1"7' - 9"9' - 4"7' - 8"4"4"50' - 6"93' - 8"REFPUNIT 9UNIT 10UNIT 11UNIT 12UNIT 13UNIT 14UNIT 15UNIT 16CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.DWDWREFPREFPPREFPREFPREFDWDWDWDWDWCL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.CL.4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"2A4.319' - 0"4' - 9"BALCONY BRIDGE01AA01AA01AA01AA01AA01AA01AA01AAEEDDDDEEDDBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBCC16DDDD03030302070509070403030302070506090704030303020705060907040303030207050609070403030302070506090704030303020705060907040303030207050609070403030302070506090704CCCCCCCCCCCCCC164' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"136.00 SFLIVING - 99C73.42 SFDINING - 99B128.42 SFKICHEN - 99A108.48 SFBEDRM. 2-99D35.42 SFBATH 1-99E50.96 SFM. BATH-99F161.63 SFM. BED. - 99G161.62 SFM. BED.-1010G35.42 SFBATH 1-1010E108.48 SFBEDRM. 2-1010D74.30 SFDINING-1010B138.00 SFLIVING - 1010C128.42 SFKITCHEN-1010A138.00 SFLIVING-1111C74.30 SFDINING 1111B161.63 SFM. BED.-1111G50.96 SFM. BATH-1111F35.42 SFBATH 1-1111E108.48 SFBEDRM. 2-1111D108.48 SFBEDRM. 2-1212D35.42 SFBATH 1-1212E50.96 SFM. BATH-1212F161.62 SFM. BED.-1212G138.00 SFLIVING - 1212C73.90 SFDINING-1212B129.38 SFKITCHEN 1212A138.00 SFLIVING - 1313C74.31 SFDINING-1313B128.42 SFKITCHEN 1313A108.48 SFBEDRM. 2-1313D35.42 SFBATH 1-1313E50.96 SFM. BATH-1313F161.63 SFM. BED.-1313G161.62 SFM. BED.-1414G50.96 SFM. BATH-1414F35.42 SFBATH 1-1414E108.48 SFBEDRM. 2-1414D129.38 SFKITCHEN-1414A73.90 SFDINING-1414B138.00 SFLIVING-1414C138.00 SFLIVING-1515C73.90 SFDINING-1515B129.38 SFKITCHEN-1515A108.48 SFBEDRM. 2-1515D35.42 SFBATH 1-1515E50.96 SFM. BATH-1515F161.63 SFM. BED.-1515G161.62 SFM. BED.-1616G50.96 SFM. BATH-1616F35.42 SFBATH 1-1616E108.48 SFBEDRM. 2-1616D50.96 SFM. BATH-1010F128.42 SFKITCHEN-1111A74.10 SFDINING-1616B131.84 SFKITCHEN-1616A138.00 SFLIVING-1616C30.14 SFHALL9H30.14 SFHALL10F30.14 SFHALL11H30.14 SFHALL12H30.14 SFHALL13H30.14 SFHALL14H30.14 SFHALL15H30.14 SFHALL16H1A4.4W/D9IW/D10IW/D11IW/D12IW/D13IW/D14IW/D15IW/D16I162' - 6"9' - 10"3' - 6"6' - 11"3' - 6"DD06AAAAAAAAAAAAEEEEFFRES. STAIR 1106DRES. STAIR 2107DREFPREFPDW9' - 6"A2.42A2.433"3"3A4.2A53' - 6"5' - 11"3' - 6"3' - 6"11' - 6"1' - 0"1' - 0"8' - 0"3' - 6"3' - 6"17' - 3"LEVEL 3 TO 4:18 RISERS@6.66"TREAD = 11"I124A4.2J8' - 0"3' - 6"3' - 6"3' - 6"LEVEL 3 TO LEVEL 4:18 RISERS@6.66"TREAD = 11"17' - 8"6' - 8"WALL LEGEND6" WOOD STUDWALL -2X6@16"OC W/SIDING PER ELEVATION O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-21 BATTS BTWN, U.N.O.4" INTERIOR STUDWALL -2X4@16"OC W/ 5/8" GYP. BD. EA. SIDE AND SOUND BATT INSUL. BTWN. USE 2X6 WHERE NEC. FOR PLUMBING U.N.O.8" CONCRETE WALL U.N.O.8" CMU -2-HR. PARTY WALL. 6" WOOD STUDWALL -2X6@16"OC -1 HR. FIRE RATED ; EXTEND 4'-0" BEYOND PARTY WALL, TYP.6" METAL STUDWALL -2X6@16"OC W/SIDING PER ELEVATION O/BUILDING WRAP O/ PLYW'D ON EXT. FACE, 5/8" GYP. BD. O/ VAPOR BARRIER AT INSIDE FACE AND R-13 + R-10ci BATTS BTWN, U.N.O.FLOOR AREASLEVEL 3 BUILDING AREAS (GROSS)APARTMENTS7,060 SFAPT. BALCONIES 704 SFWALKWAY1,628 SFSTAIRS/ELEV. LOBBY 479 SFTOTAL AREA 9,871 SFDRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM3/26/2020 3:23:26 PMEMCA2.44502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USEFINAL CHECK SET1/8" = 1'-0"1LEVEL 31/4" = 1'-0"2STAIR 1 - LEVEL 31/4" = 1'-0"3STAIR 2 - LEVEL 3485.7 sf544.3 sf7,132.9 sfABCDEFGHIJ7'-3"6'-2"3'-1"3'-1"3'-3"6'-2"3'-3"3'-0"3'-2"8'-4"19'-4"16'-9"8'-4"234.4 sf544.5 sfNORTH/SOUTH DIRECTION SHEAR WALLS8'-4"477.9 sf24'-4"12'-2"544.3 sf8'-4"8'-4"496.1 sf8'-4"477.9 sf544.3 sf8'-4"8'-4"494.7 sf8'-4"477.9 sf8'-4"8'-4"495.9 sf265.2 sf658.3 sf658.3 sf658.3 sf3'-3"3'-2"658.3 sf257.7 sf11'-10"3'-2"2'-8"5'-3"6'-8"58.6 sf161.5 sf148.6 sf6'-10"132.4 sf5'-11 1/2"2'-6"SC127RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ABCDEFGHI12345JSLOPE DN.@0.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12ROOF AROOF BROOF CROOF DRVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVORVOCRICKETGUTTER & DN. SPOUTS TO ROOD DECK BELOW TO FLOOR DRAINS, TYP.RDRD2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"8' - 9"2' - 0"10' - 10"9"9"9"GUTTER & DN. SPOUTS TO DRAINAGE SYS. PER CIVILBILCO TYPE S ROOF HATCH LADDER ACCESSBILCO TYPE S ROOF HATCH LADDER ACCESSVENT TERMINATION11' - 11 3/4"A2.57ROOF FRAMING NOTES1. PROVIDE VENTILATION AS REQUIRED BY 2003 I.B.C.2. PROVIDE SOLID BLOCKING AT ALL RIDGES, EAVES, AND AT MIDSPAN OF ALL (RAFTER/TRUSS) LOCATIONS AS REQUIRED.3. ALL CONNECTORS TO BE "SIMPSON" OR EQUAL AND INSTALLED AS PER MANUFACTURER SPECIFICATIONS.4. ALL LUMBER TO BE DOUGLAS FIR #2 OR BETTER U.N.O.5. USE 24 GA. GALVANIZED FLASHING AS REQUIRED.VENT CALCS.VENTING REQUIRED: 1/1501. NEW ROOF SECTION A:ATTIC SF = 6,610 SF/150 =44.06 SFEAVE VENT (TOP) = 88 BLOCKS@0.204 SF = 17.95 SF EAVE VENT (BOTTOM) = 88 BLOCKS@0.204 = 17.95 SFRVO38 VENT (OR EQUAL) = 32 UNITS@0.26 SF = 8.32TOTAL VENTILATION PROVIDED= 44.22 SF > 44.06 SF, OKAY2. NEW ROOF SECTION B:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAY3. NEW ROOF SECTION C:ATTIC SF = 131 SF/150 =0.87 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.87 SF, OKAY4. NEW ROOF SECTION D:ATTIC SF = 128 SF/150 =0.85 SFEAVE VENT (TOP) = 4 BLOCKS @0.204 SF =0.81 SFEAVE VENT (BOTTOM) = 4 BLOCKS @0.204 SF =0.81 SFTOTAL VENTILATION PROVIDED= 1.62 SF > 0.85 SF, OKAYABCDEF123458'x8' KALWALL PANELDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVILDOWNSPOUT TO DRAINAGE SYS. PER CIVIL6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.6" GUTTER, TYP.10'x8' KALWALL PANEL10'x8' KALWALL PANEL8'-6"x10' KALWALL PANEL24'x10' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL4'x8' KALWALL PANEL24'x10' KALWALL PANEL11'x8' KALWALL PANELDOWNSPOUT TO DRAINAGE SYS. PER CIVILCANOPY SUPPORTS PER STRUCT., TYP.CANOPY SUPPORTS PER STRUCT.4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"3' - 10"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"HIJ6" GUTTER, TYP.DOWNSPOUT TO DRAINAGE SYS. PER CIVIL8'x6' KALWALL PANELCANOPY SUPPORT PER STRUCT.4' - 0"DRAWNDATESHEETC 2020 BY CONCEPT ARCHITECTURE, LLCREVISIONSTHESE DRAWINGS ARE COPYRIGHTED AND ARE SUBJECT TO COPY RIGHT PROTECTION AS AN "ARCHITECTURAL WORK" UNDER SECTION 102 OF THE COPYRIGHT ACT 17 U.S.C. AS AMENDED DECEMBER 1990AND KNOWN AS ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF 1990. UNAUTHORIZED USE OR REPRODUCTION OF THESE DRAWINGS, WORK OR FORMS REPRESENTED IS PROHIBITED.CONCEPTARCHITECTURE, LLC2615 W. CASINO RD. -SUITE 1A -EVERETT, WA 982041005 TERMINAL WAY -SUITE 245 -RENO , NV 89502WA -425-377-8786 NV -775-247-7889CONCEPTARCHITECTURE.COM3/26/2020 3:24:02 PMEMCA2.114502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USEFINAL CHECK SETNORTH1/8" = 1'-0"2ROOF PLAN1/8" = 1'-0"1CANOPY LAYOUT10,108.1 sfNORTH/SOUTH DIRECTION SHEAR WALLS610 sf268.1 sf569.8 sf586.7 sf496.1 sf729.9 sf730.7 sf359.7 sf582.7 sf586.7 sf496.1 sf729.9 sf610 sf586.7 sf496.1 sf729.9 sf596.9 sf322.7 sf5'-6"125.1 sf231 sf211.9 sf231.8 sf207.9 sfSC128RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 North/South Direction Shear WallsSeismic ForcesPerforated Shear Walls:Deflection:Reduce each Li for aspect ratioΣMR = (0.9-0.14*Sds)*ΣDL*(L/2)NS-1aRoof02681.312.17 10.03.31 Yes 3.62 0.78 472.2 3600.0OK19 159.1 1.5 C 0.349 0.45OK402342.412.17 3.2 6.0 2 Yes 4.23 0.67 859.1 4920.0OK55 44 26.8 5.4 C 0.256 0.42OK302343.012.17 3.2 8.8 2 Yes 4.23 0.67 1053.1 31200.0OK99 85 48.2 7.1 C 0.250 0.42OKNS-1bsame as NS-1d, NS-1f, NS-1hRoof05702.824.68 11.07.01 Yes 10.16 0.91 307.0 6310.0OK34 664.2 -3.9 None 0.261 0.45OK405455.424.68 0.7 10.7 1 Yes 10.86 0.80 619.5 2770.0OK101 168 12.8 -8.5 None 0.287 0.42OK305456.724.68 0.7 14.4 1 Yes 10.86 0.80 766.5 2770.0OK184 305 23.3 -15.2 None 0.348 0.42OKNS-1csame as NS-1e, NS-1gRoof05872.924.33 10.06.61 Yes 9.78 0.72 414.1 4460.0OK44 627.2 -2.8 None 0.296 0.45OK404785.224.33 2.3 11.5 2 Yes 10.38 0.63 782.9 4920.0OK125 169 21.7 -7.5 None 0.130 0.42OK304786.324.33 2.3 16.3 2 Yes 10.38 0.63 953.0 31200.0OK224 322 38.7 -16.7 None 0.139 0.42OKNS-1dRoof04962.5404964.8304965.9NS-1eRoof05872.9404785.2304786.3NS-1fRoof04962.5404964.8304965.9NS-1gRoof05872.9404785.2304786.3NS-1hRoof04962.5404964.8304965.9NS-1iRoof03241.611.83 10.03.21 Yes 3.43 0.77 612.2 2770.0OK23 1512.3 4.3 C 0.443 0.45OK402652.811.83 2.3 5.6 2 Yes 4.00 0.66 1083.8 31200.0OK66 40 35.4 13.9 C 0.279 0.42OK302653.511.83 2.3 7.9 2 Yes 4.00 0.66 1319.8 21540.0OK119 76 63.5 22.8 C 0.272 0.42OKLevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Wall Length (ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear ∑Li (ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity CHECK?ΣMOT (k-ft)ΣMR (k-ft)C (k) T (k) HoldownDeflection (in)MAX Allow Drift (in)CHECK?Deflection (in)MAX Allow Drift (in)CHECK?ΣMR (k-ft)C (k) T (k) HoldownShear Capacity CHECK?ΣMOT (k-ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in) Σ Dead Load (k)Layers of PlywoodPerforated Shear ∑Li (ft)Wall Length (ft)Gravity Trib Width (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)LevelTrib Area Left (ft2)Trib Area Right (ft2)Deflection (in)MAX Allow Drift (in)CHECK?ΣMR (k-ft)C (k) T (k) HoldownShear Capacity CHECK?ΣMOT (k-ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in) Σ Dead Load (k)Layers of PlywoodPerforated Shear ∑Li (ft)Wall Length (ft)Gravity Trib Width (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)Deflection (in)MAX Allow Drift (in)CHECK?ΣMR (k-ft)C (k) T (k) HoldownShear Capacity CHECK?ΣMOT (k-ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in) Σ Dead Load (k)Layers of PlywoodPerforated Shear ∑Li (ft)Wall Length (ft)Gravity Trib Width (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)SC129B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION North/South Direction Shear WallsWind ForcesAllowable Deflection RatioΣMR = 0.6*ΣDL*(L/2)H/ 600NS-1aRodRoof0.10.134 840 19.0OK1112120.8 -5.2OK0.004 0.019 0.000 0.023 0.059 0.37OK40.10.283 2580 34.0OK4 5 22 34 2.5 -14.1OK0.003 0.012 0.000 0.015 0.036 0.24OK30.10.4133 3360 38.0OK6 10 32 66 5.2 -26.8OK0.003 0.017 0.000 0.0200.0200.12OKNS-1bRodRoof0.20.222 435 14.0OK2252520.5 -5.8OK0.002 0.017 0.000 0.019 0.091 0.37OK40.30.561 1078 23.0OK7 9 79 131 1.2 -15.4OK0.002 0.026 0.000 0.028 0.073 0.24OK30.30.998 1078 23.0OK11 20 107 238 2.5 -27.5OK0.002 0.043 0.000 0.0440.0440.12OKNS-1cRodRoof0.20.230 645 17.0OK3348480.7 -7.1OK0.002 0.019 0.000 0.021 0.051 0.37OK40.30.575 2580 34.0OK8 11 84 132 2.0 -20.7OK0.001 0.011 0.000 0.012 0.030 0.24OK30.30.8118 3360 38.0OK12 23 119 251 4.1 -39.0OK0.002 0.016 0.000 0.0170.0170.12OKNS-1iRodRoof0.10.144 1078 23.0OK2211111.1 -5.2OK0.005 0.021 0.000 0.026 0.065 0.37OK40.20.3104 3360 38.0OK4 6 20 31 3.2 -13.5OK0.004 0.014 0.000 0.018 0.039 0.24OK30.20.4164 4310 46.0OK7 12 28 59 6.7 -25.0OK0.004 0.018 0.000 0.0220.0220.12OKLevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k) CHECK?Bending (in)Shear (in)Rod Elongation Deflection (in)Total Defl (in.)Maximum Allowable CHECK?Deflection (in)Total Defl (in.)Maximum Allowable CHECK?T (k) CHECK?Bending (in)Shear (in)Rod Elongation CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in)Deflection (in)Total Defl (in.)Maximum Allowable CHECK?T (k) CHECK?Bending (in)Shear (in)Rod Elongation CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in)Deflection (in)Total Defl (in.)Maximum Allowable CHECK?T (k) CHECK?Bending (in)Shear (in)Rod Elongation CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in)SC130B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION North/South Direction Shear WallsDiaphragm Connection DesignNS-1aRoof1.30.012.206215OK1.312.21096215OK41.40.012.206215OK1.412.21146215OK31.40.012.206215OK1.412.21146215OKNS-1bRoof2.80.024.706215OK2.824.71156215OK43.20.024.706215OK3.224.71306215OK33.20.024.706215OK3.224.71306215OKNS-1cRoof2.90.024.306215OK2.924.31206215OK42.80.024.306215OK2.824.31166215OK32.80.024.306215OK2.824.31166215OKNS-1iRoof1.60.011.806215OK1.611.81366215OK41.60.011.806215OK1.611.81326215OK31.60.011.806215OK1.611.81326215OKLeft SideRight SideLevelFpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Fr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?LevelFpx (k)Left SideRight SideFr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?LevelFpx (k)Left SideRight SideFr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?LevelFpx (k)Left SideRight SideSC131B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION NS-3aRoof2351251.86.67 12.92.81 No NA 268.2 6 310.0OK19 73.5 2.0 A 0.279 0.45OK4199593.06.67 2.8 4.2 1 No NA 449.1 4 460.0OK49 18 8.6 5.3 A 0.401 0.42OK3199593.66.67 2.8 5.7 1 No NA 539.6 3 600.0OK85 33 14.7 8.9 A 0.388 0.42OKNS-3bsame as NS-3d, NS-3f, NS-3hRoof4992323.68.33 12.93.61 No NA 436.1 4 460.0OK39 115.4 3.7 B 0.391 0.45OK44961626.78.33 3.8 6.3 2 No NA 805.4 4 920.0OK106 32 14.4 9.9 B 0.236 0.42OK34961628.28.33 3.8 9.0 2 No NA 990.4 3 1200.0OK189 61 25.3 16.9 B 0.270 0.42OKNS-3csame as NS-3e, NS-3gRoof3982123.07.25 12.92.71 No NA 418.1 4 460.0OK33 75.3 3.9 B 0.388 0.45OK43951495.67.25 3.8 4.7 2 No NA 768.9 4 920.0OK89 21 14.0 10.5 B 0.239 0.42OK33951496.87.25 3.8 6.8 2 No NA 944.6 3 1200.0OK157 39 24.5 18.1 B 0.249 0.42OKNS-3iRoof3892083.06.67 12.92.51 No NA 444.8 4 460.0OK32 65.7 4.3 C 0.421 0.45OK43541325.26.67 2.8 3.9 2 No NA 785.5 4 920.0OK85 16 14.5 11.5 C 0.254 0.42OK33541326.46.67 2.8 5.3 2 No NA 956.1 3 1200.0OK148 30 25.3 20.0 C 0.263 0.42OKDeflection (in)MAX Allow Drift (in)CHECK?C (k) T (k) HoldownCHECK?ΣMOT (k-ft)ΣMR (k-ft)Co 4.3.3.5v (lbs/ft)Nail Spacing (in)Shear Capacity Σ Dead Load (k)Layers of PlywoodPerforated Shear ∑Li (ft)Wall Length (ft)Gravity Trib Width (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)MAX Allow Drift (in)CHECK?Deflection (in)HoldownΣMOT (k-ft)ΣMR (k-ft)C (k) T (k)v (lbs/ft)Nail Spacing (in)Shear Capacity CHECK?∑Li (ft)Co 4.3.3.5Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Σ Shear (k)Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)CHECK?Deflection (in)MAX Allow Drift (in)ΣMR (k-ft)C (k) T (k) HoldownNail Spacing (in)Shear Capacity CHECK?ΣMOT (k-ft)∑Li (ft)Co 4.3.3.5v (lbs/ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)CHECK?Deflection (in)MAX Allow Drift (in)ΣMR (k-ft)C (k) T (k) HoldownNail Spacing (in)Shear Capacity CHECK?ΣMOT (k-ft)∑Li (ft)Co 4.3.3.5v (lbs/ft)Gravity Trib Width (ft) Σ Dead Load (k)Layers of PlywoodPerforated Shear Wall Length (ft)LevelTrib Area Left (ft2)Trib Area Right (ft2)Σ Shear (k)SC132B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION NS-3aRodRoof0.10.119 435 14.0OK11660.5 -0.7OK0.002 0.015 0.000 0.017 0.083 0.37OK40.20.342 645 17.0OK3 4 8 14 0.8 -1.7OK0.004 0.025 0.000 0.029 0.066 0.24OK30.20.465 840 19.0OK4 9 11 25 1.6 -2.9OK0.003 0.034 0.000 0.0370.0370.12OKNS-3bRodRoof0.30.331 645 17.0OK33990.6 -0.8OK0.003 0.020 0.000 0.023 0.057 0.37OK40.40.778 1290 34.0OK7 9 16 25 1.4 -2.0OK0.003 0.012 0.000 0.014 0.034 0.24OK30.41.0125 1680 38.0OK10 20 23 47 2.8 -3.6OK0.003 0.016 0.000 0.0200.0200.12OKNS-3cRodRoof0.20.230 645 17.0OK22660.6 -0.5OK0.003 0.019 0.000 0.022 0.055 0.37OK40.30.575 1290 34.0OK5 8 10 16 1.4 -1.3OK0.003 0.011 0.000 0.014 0.033 0.24OK30.30.9119 1680 38.0OK9 16 15 31 2.7 -2.2OK0.003 0.016 0.000 0.0190.0190.12OKNS-3iRodRoof0.20.232 645 17.0OK22550.6 -0.5OK0.004 0.020 0.000 0.024 0.058 0.37OK40.30.575 1290 34.0OK5 7 8 13 1.4 -0.9OK0.003 0.011 0.000 0.014 0.034 0.24OK30.30.8119 1680 38.0OK8 15 11 24 2.7 -1.4OK0.004 0.016 0.000 0.0190.0190.12OKTotal Defl (in.)Maximum Allowable CHECK?CHECK?Bending (in)Shear (in)Rod Elongation Deflection (in)MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)C (k) T (k)Shear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Ga (k/in) CHECK?LevelShear (in)Rod Elongation Deflection (in)Total Defl (in.)Maximum Allowable CHECK?ΣMR (k-ft)C (k) T (k) CHECK?Bending (in)Shear Capacity Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)LevelShear (k) Σ Shear (k) v (lbs/ft)Rod Elongation Deflection (in)Total Defl (in.)Maximum Allowable CHECK?C (k) T (k) CHECK?Bending (in)Shear (in)Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity Rod Elongation Deflection (in)Total Defl (in.)Maximum Allowable CHECK?C (k) T (k) CHECK?Bending (in)Shear (in)Ga (k/in) CHECK?MOT (k-ft)ΣMOT (k-ft)MR (k-ft)ΣMR (k-ft)LevelShear (k) Σ Shear (k) v (lbs/ft)Shear Capacity SC133B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION NS-3aRoof1.81.26.71756215OK0.66.7936215OK41.51.26.71766215OK0.36.7526215OK31.51.26.71766215OK0.36.7526215OKNS-3bRoof3.62.514.331736215OK1.28.31386215OK43.92.914.332046215OK1.08.31156215OK33.92.914.332046215OK1.08.31156215OKNS-3cRoof3.02.09.752036215OK1.17.31456215OK43.22.311.002126215OK0.97.31216215OK33.22.311.002126215OK0.97.31216215OKNS-3iRoof3.01.99.332076215OK1.06.71556215OK42.92.110.002096215OK0.86.71176215OK32.92.110.002096215OK0.86.71176215OKLattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK? Fr,right (k)LevelFpx (k) Fr,left (k)Left SideRight Sidevright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?CHECK? Fr,right (k)Lattach Right (ft)LevelFpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity CHECK?Left SideRight SideCHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity Fpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity LevelCHECK?Left SideRight SideCHECK? Fr,right (k)Lattach Right (ft)vright (lbs/ft)Nail Spacing (ft)Diaphragm Capacity Fpx (k) Fr,left (k)Lattach Left (ft)vleft (lbs/ft)Nail Spacing (ft)Diaphragm Capacity LevelLeft SideRight SideSC134B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION projectlocationclientbydatecheckeddatesheet no.job no.UPUP3A4.2ELEV.BALCONY CORRIDOR1234566.80 SFRES. ELEV. LOBBY 3OA4.26' - 6"4' - 0"8' - 8"9' - 4"BALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYBALCONYLEVEL 3 BUILDING AREAS (GROSS)APT. = 886 SF +70 SF BALCONY= 956 SF x 8 =7,648 SFBALCONY CORRIDOR1,623 SFELEV./STAIRS/MECH./MACH. 488 SFTOTAL AREA 9,759 SF14' - 6"25' - 6"10' - 6"17' - 4"5' - 6"34' - 6"11' - 8"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"23' - 4"24' - 8"11' - 8"9' - 0"6' - 0"7' - 8"9' - 4"4' - 0"6' - 8"4"4"50' - 6"89' - 8"93' - 8"REFPUNIT 9UNIT 10UNIT 11UNIT 12UNIT 13UNIT 14UNIT 15UNIT 16CL.BEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2LIVINGBEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2BEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2LIVINGBEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2LIVINGBEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2LIVINGBEDRM. 1BEDRM. 2KIT.DININGBATH 1BATH 2CL.W/DCL.CL.W/DCL.CL.W/DCL.CL.W/DCL.CL.W/DCL.CL.W/DREFDWDWPW/DREFPREFPREFPPREFPREFPREFDWDWDWDWDWDWDWCL.CL.CL.CL.CL.CL.CL.CL.BEDRM. 2BEDRM. 2W/DBATH 1BATH 1KIT.CL.CL.CL.CL.BATH 2BATH 24' - 0"4' - 0"4' - 0"KIT.4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"BEDRM. 1BEDRM. 1LIVINGDININGLIVINGDINING4' - 0"12' - 4"5' - 0"17' - 4"29' - 2"2' - 10"4' - 0"1/8" = 1'-0"1LEVEL 3Masonry shear wall layoutWALL 3WALL 4WALL 5SC135B20003319_V2RECEIVED03/19/2021 striplettBUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =1.5 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 32 in (8,16,24,32,40 or 48) Hw =31 ft ….no. bars/spacing 1 (1 or 2) Lw =108 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)4 (4,5, or 6) Solid Grouting?0 (yes=1, no=0)….spacing 32 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =10.05 ft Sds =0.93 Wall Weight = 58 psf Seismic Design Category =D Equiv. Solid Thick. =3.83 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =1.1 kips @ 31 ft V2 =1.2 kips @ 20.1 ft V3 =0.6 kips @ 10.1 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1798 plf Dead Load, wDL =200 plf Live Load, wLL =300 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 10 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.29 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 0.21 in2/ft OK As Actual = 0.115 in2/ft Shear:r min and Spacing Requirements Vu = 2.9 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =15.32 kips OK rvert (min)OK Smax (Horz)OK fVs =15.32 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Wall 3 Gravity Point Loads (kips) 0 50 100 150 200 250 300 350 400 450 0.0 200.0 400.0 600.0fPn(kips)fMn (k-ft) SC136 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =1.5 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 32 in (8,16,24,32,40 or 48) Hw =31 ft ….no. bars/spacing 1 (1 or 2) Lw =144 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)4 (4,5, or 6) Solid Grouting?0 (yes=1, no=0)….spacing 32 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =10.05 ft Sds =0.93 Wall Weight = 58 psf Seismic Design Category =D Equiv. Solid Thick. =3.83 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =0.9 kips @ 31 ft V2 =0.9 kips @ 20.1 ft V3 =0.5 kips @ 10.1 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1798 plf Dead Load, wDL =0 plf Live Load, wLL =0 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 10 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.297 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 0.223 in2/ft OK As Actual = 0.115 in2/ft Shear:r min and Spacing Requirements Vu = 2.3 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =20.62 kips OK rvert (min)OK Smax (Horz)OK fVs =20.62 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.02 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Wall 4 Gravity Point Loads (kips) 0 100 200 300 400 500 600 0.0 500.0 1000.0 1500.0fPn(kips)fMn (k-ft) SC137 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION project 4th Dimension Mixed Use by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2015 IBC and ACI 530-13 Section 9.3.6 Input Wall Data Reinforcement Input f'm =1.5 ksi Vert. rebar size (#)5 fy =60 ksi .…spacing 32 in (8,16,24,32,40 or 48) Hw =31 ft ….no. bars/spacing 1 (1 or 2) Lw =204 in Nom. Thickness =8 in (6,8,10 or 12)Horiz. rebar size (#)4 (4,5, or 6) Solid Grouting?0 (yes=1, no=0)….spacing 32 in (8,16,24,32,40 or 48) Concrete or Clay?1 (1=Concrete, 2=Clay) ….no. bars/spacing 1 (1 or 2) Max unbraced height =10.05 ft Sds =0.93 Wall Weight = 58 psf Seismic Design Category =D Equiv. Solid Thick. =3.83 in Stack Bond?0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?1 (Seismic =1, Wind =2) V1 =0.9 kips @ 31 ft V2 =0.9 kips @ 20.1 ft V3 =0.5 kips @ 10.1 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1798 plf Dead Load, wDL =378 plf Live Load, wLL =560 plf f1 =0.5 Note: All Load Cases must fall within the curve to be adequate Snow Load, wSL =0 plf f2 =0.2 Dead Snow f2 Live f1 Seismic P1 =0 0 0.2 0 0.5 0 @ 0 ft P2 =0 0 0.2 0 0.5 0 @ 0 ft P3 =0 0 0.2 0 0.5 0 @ 0 ft P4 =0 0 0.2 0 0.5 0 @ 0 ft P5 =0 0 0.2 0 0.5 0 @ 0 ft DL1 =0 kips @ 10 ft DL2 =0 kips @ 0 ft DL3 =0 kips @ 0 ft DL4 =0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio = 0.283 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 0.201 in2/ft OK As Actual = 0.115 in2/ft Shear:r min and Spacing Requirements Vu = 2.3 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =29.45 kips OK rvert (min)OK Smax (Horz)OK fVs =29.45 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 9.3.6.5.4): σmax/f'm =0.03 Boundary Element Not Required Adjacent Wall Dead Loads Gravity Line Loads Wall 5 Gravity Point Loads (kips) 0 100 200 300 400 500 600 700 800 900 0.0 500.0 1000.0 1500.0 2000.0 2500.0fPn(kips)fMn (k-ft) SC138 B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION