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HomeMy WebLinkAboutCA_STRUCTURAL CALCS_20210319_V2 PROJECT NAME City, State Structural Calculations Month Year CEI Project #160134 4TH DIMENSION MIXED-USE Renton, WA Structural Calculations March 2020 CEI Project #180948 RECEIVED 08/03/2020 striplett BUILDING DIVISION B20003319_V1 The geotechnical and structural design of the 4th Dimension Building and the portion of the building providing compensatory storage must be prepared in a way that will prevent damage to the subject building and surrounding properties from seepage of water into the subbase material and potential settlement and erosion that might result. Possible means of accomplishing this include providing a watertight concrete base slab and/or a waterproof liner beneath the open channel and compensatory storage area to prevent infiltration of water into the into the subbase material. The project's geotechnical and structural engineers must provide the City with a correspondence bearing a professional engineering stamp stating that in their opinion the project as designed will not result in property damage caused by settlement or erosion of the subbase material.B20003319_V2 4TH DIMENSION MIXED-USE RENTON, WA STRUCTURAL CALCULATIONS TABLE OF CONTENTS SECTION PAGES DESIGN CRITERIA DC1-DC11 Design Criteria Load Maps CONCRETE GRAVITY DESIGN CG1-CG89 Post Tensioned Slab Design RC Slab Design RC Beam Design Detention Vault Design Spread Footing Design Retaining Wall Design Studrail Design CONCRETE LATERAL DESIGN CL1-CL47 Lateral Analysis Shear Wall Design Diaphragm Design Strut Design Shear Wall Footing Design MISCELLANEOUS DESIGN M1-M30 Cable Barrier Design Canopy Design WOOD GRAVITY DESIGN WG1-WG24 Beam and Joist Design WOOD LATERAL DESIGN WL1-WL16 Lateral Analysis Shear Wall Design RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DESIGN CRITERIA DESIGN CRITERIA DC1 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Criteria:4TH DIMENSION MIXED USE Proj. No.:180948 Proj. Engr(s):BW, BLF Rev. Date: Reviewed By: EO 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 C Kzt =1.00 IW =1.00 Interior Areas = 5 psf 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 5.0 2.5 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 5.0 Masonry 5.0 2.0 3.5 Page 1 of 4 Print Date: 3/2/2020 DC2 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Criteria:4TH DIMENSION MIXED USE 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 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) (additional 12 psf seismic for CMU walls) psf (includes I s = 1.0) Based on Soils Report g-4661 by Geo Group Northwest, Inc., dated May 14, 2018 Page 2 of 4 Print Date: 3/2/2020 DC3 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Criteria:4TH DIMENSION MIXED USE 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) (additional 24 psf seismic for CMU 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: 3/2/2020 DC4 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Criteria:4TH DIMENSION MIXED USE Superimposed Dead Load (PT Slab) Podium Slab (not including slab weight) Wood & CMU Structure (Level 3 & Above) 179.0 psf CMU Walls 12.1 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 202 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: 3/2/2020 DC5 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DC6 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 UP3A4.21A4.2ABCDEFGHI123451A4.42A4.1UNDERGROUND PARKING35 PARKING STALLS; 17 COMPACT, 18 STANDARD; 6 MOTORCYCLE; 10 BICYCLE8' - 4"1' - 2"8' - 4"1' - 6"7' - 6"7' - 6"7' - 6"7' - 6"7' - 6"MOTORCYCLE567891214132521201817151' - 6"4' - 8"1011194A4.27' - 6"7' - 6"1' - 6"7' - 6"7' - 6"7' - 6"2223241' - 6"7' - 6"7' - 6"7' - 6"7' - 6"7' - 6"7' - 6"1' - 6"8' - 4"8' - 4"19' - 7"190.33 SFELEV./STAIR104A51.06 SFMECH. 1110A75.81 SFELEV. MACH. RM.109A1A4.18' - 3"8' - 8"4"5A4.2J143.32 SFRES. STAIR 2107A15' - 3"24' - 0"15' - 0"CCCC26271' - 6"8' - 4"8' - 4"5' - 10"81' - 9"9' - 4"8' - 6"57' - 2"14' - 1"17' - 11"12' - 0"8' - 7"8' - 9"2829CCC3031 CMOTORCYCLEMOTORCYCLE12348' - 4"8' - 4"5' - 10"8' - 4"8' - 4"5' - 10"1' - 6"7' - 6"1' - 6"8' - 4"8' - 4"5' - 10"1' - 6"8' - 4"8' - 4"5' - 10"1' - 6"2A4.251' - 11"14' - 6"25' - 6"10' - 6"18' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"8' - 8"200' - 8"8"6' - 1"12' - 0"24' - 0"9' - 9"4"RECYCLING/REFUSE AREA (273 SF)2A4.4ELEV.15' - 3"14' - 7"CC16CCCCCCCC4' - 5"8"MOTORCYCLE323334355"21' - 0"4' - 0"8"RET. WALLS20' - 0"19' - 3"9' - 4"3' - 6"4' - 4"12' - 1"11' - 9"3' - 0"13' - 7"15' - 0"A2.142A5.112' - 3"1010101' - 6"1' - 6"8' - 11"9' - 4"8' - 3"THYSSENKRUPP "ENDURA" 4000 BELOW GROUND HYDRAULIC ELEVATOR4' - 2"11' - 6"8' - 9"11' - 4"12' - 1"177.81 SFMECHANICAL111A126.16 SFELECTRICAL114A13' - 3"10101010101A4.58'-0" X 4'-0" ACCESS W/ STEEL PLATE COVER6' - 0"4' - 0"INLET2A4.5STORM DETENTION VAULT PER CIVILACCESSIBLE AREA FOR BACKHOE (12'-0" MIN. HT.)10754.92 SFBICYCLE/STORAGE113AEND OF FLOOD LINEEND OF FLOOD LINEBICYCLE (6)5' - 0"BICYCLE (4)8' - 6"3' - 6"5' - 11"10MECH. 2112ASPRINKLER ROOM108ARES. STAIR 1106AWALL 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 WALL6" 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.PARKING REQ.UNDERGROUND PARKING AREAS (GROSS)GARAGE AREA9,924 SFELEV./STAIRS/MECH./MACH. 1,258 SFTOTAL AREA11,182 SFRECYCLING/REFUSE AREA (273 SF)MECH. VENTILATION FULL-HT. 6" CONC. WALLS A2.17A2.16A2.18A2.15CHAIN LINK GATE OR EQUAL (12'-0" MIN.)12' - 3"EDIT -SELF CLOSING DOORDRAWNDATESHEETC 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 7:01:42 AMEMCA2.14502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USENOT FOR CONSTRUCTIONNORTH1/8" = 1'-0"1UNDERGROUND PARKING1/4" = 1'-0"4REFUSE/RECYCLING PLAN1/4" = 1'-0"5INT. ELEV. - REF./REC. - N.1/4" = 1'-0"6INT. ELEV. - REF./REC. - S.1/4" = 1'-0"7INT. ELEV. - REF./REC. - E.1/4" = 1'-0"8INT. ELEV.-REF./REC. - W.EDITParkingSDL = 0 psfLL = 40 psfDC7RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 RAMP DOWNGARAGE STRUCT. 3A4.28-15% SLOPE16 PARKING STALLS; 3 HANDICAPPED, 7 COMPACT, 6 STANDARD; 5 BICYCLES, 1 MOTORCYCLEHCHC1A4.2ABCDEFGHI1122334455157.75 SFRES. ELEV. LOBBY104B137.83 SFRES. STAIR 1106B1A4.466.95 SFELEC./MECH.105A2A4.168' - 6"12345678910121316154A4.211147' - 6"7' - 6"7' - 6"7' - 6"7' - 6"7' - 6"5' - 0"1' - 6"5' - 0"8' - 6"9' - 0"5' - 0"8' - 6"9' - 0"8' - 4"14' - 7"9' - 4"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"24' - 0"14' - 6"25' - 6"10' - 6"18' - 0"143.32 SFRES. STAIR 2107B1A4.15A4.2JCCCCCCCHC5' - 0"15' - 3"24' - 0"12' - 0"2A4.2BARRIER CABLE PER STRUCT. 200' - 8"3"5' - 10"3' - 6"8' - 8"5' - 0"4"WALL LINE BELOW5' - 11"16' - 11"15' - 0"3' - 0"19' - 3"MIN.20' - 0"16' - 7"12' - 0"20' - 0"3' - 3"8' - 4"8' - 4"7' - 6"2A4.412' - 0"RAMP57' - 9"16' - 7"7' - 6"NOTE: OFFSET COL. BY 1"RET. WALLSBARRIER CABLE PER STRUCT. 1' - 6"1' - 6"1' - 6"9"STEP2A5.1RAILING PER ELEV.28' - 0"14' - 5"10101110MAILBOX FOR COMM. SPACES8' - 8"34"x24" 1-HR. SHAFT (10' FROM PROPERTY LINE)MERCANTILE (M) 1A4.5414.33' UPPER PORTION OF UPPER DECKSLOPE DN. 2:12UPPER DECK 410.33'2A4.5INLET7' - 6"24' - 0"BICYCLE (3)MOTORCYCLE19' - 11"9' - 0"25' - 3"5' - 0"15' - 2"1"8' - 0"SIDEWALK 5' - 0" LS BUFFER 10' - 0"11' - 7" 1' - 6" 24' - 0" 9' - 6"10' - 0"VERIFY IF LANDSCAPE@CORNER CAN BE CUT BACKLS BUFFER 8' - 0"12' - 0"5' - 0"6' - 0"6' - 0"BENCHBENCHBENCH6' - 8"11' - 7"1' - 6"11' - 7"23' - 4"5' - 0"5' - 0"STEPSRAMP 1:12 10' - 0"5' - 0"5' - 0"8' - 8 1/2"9' - 4"BICYCLE (2)SLOPE DN. 1/8:12SLOPE DN. 1/8:12SLOPE DN. 1/8:12RETAIL102RETAIL103RETAIL101RESTAURANT100MERCANTILE (M) MEN100BWOMEN100CRR101BSTOCK RM.102CRR102BRR103BMERCANTILE (M) 49 OCC.1,456 SF (GROSS)MERCANTILE (M) 49 OCC.1,470 SF (GROSS)MERCANTILE (M) 49 OCC.1,445 SF (GROSS)RESTAURANT (B) 97 OCC.1,446 SF (NET)17' - 3"8' - 4 1/2"14' - 9"6' - 8 1/2"12' - 2"5' - 4"6' - 6"6' - 6"11' - 10"3' - 6"3' - 6"3' - 6"3' - 6"101111111111020202020202WALL 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 WALL6" 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.PARKING REQ.PARKING REQUIREMENTS:RETAIL (75%): 4,796 SF2.5 SPACES/1,000 SF(NET)4,796 SF = 12 PARKING STALLS REQ.RESTAURANT (25%): 1,441 SF10 SPACES/1,000 SF (NET)1,441 SF = 15 PARKING STALLS REQ.APARTMENTS:1 SPACE/APARTMENT24 APARTMENTS = 24 PARKING STALLS REQ.CURRENT DESIGN:STANDARD PARKING SPACES: 24COMPACT PARKING SPACES: 24HANDICAP = 351 PARKING STALLS REQUIRED FOR RETAIL & RESTAURANT AND 24 APARTMENTS. COMPACT SPACES NOT TO EXCEED 50% LEVEL 1 BUILDING AREAS (GROSS)COMMERCIAL AREA 6,324 SFGARAGE AREA 5,399 SFELEV./STAIRS/MECH./MACH. 646 SFTOTAL AREA 12,369 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.COM2/6/2020 7:01:43 AMEMCA2.24502 NE 4TH ST., RENTON, WA 980594th DIMENSION MIXED USENOT FOR CONSTRUCTIONNORTH1/8" = 1'-0"1LEVEL 1EDITAssemblySDL = 20 psfLL = 100 psf NRParkingSDL = 20 psfLL = 40 psfDC8RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 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 sfDC9RECEIVED03/19/2021 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 psfDC10RECEIVED03/19/2021 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 psfDC11RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 GRAVITY DESIGN CG1 CONCRETE GRAVITY DESIGN RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 UPABCDEFGHI12345UNDERGROUNDPARKING34 PARKING STALLS; 17COMPACT, 17 STANDARD; 6MOTORCYCLE; 10 BICYCLEMOTORCYCLE5678 9121413252120181715101119222324190.33 SFELEV./STAIR104A51.83 SFMECH. 1110A75.49 SFELEV. MACH. RM.109AJ141.33 SFRES. STAIR 2107ACCCC262728293031 CMOTORCYCLE MOTORCYCLE123 4RECYCLING/REFUSEAREA (273 SF)ELEV.CC16CCCCCCCCMOTORCYCLE34 RET. WALLSTHYSSENKRUPP "ENDURA" 4000BELOW GROUND HYDRAULICELEVATOR177.76 SFMECHANICAL111A211.31 SFELECTRICAL114A8'-0" X 4'-0" ACCESS W/STEEL PLATE COVERINLETSTORM DETENTIONVAULT PER CIVILACCESSIBLE AREA FORBACKHOE (12'-0" MIN. HT.)754.99 SFBICYCLE/STORAGE113AEND OF FLOOD LINEEND OF FLOOD LINEBICYCLE (6)BICYCLE (4)MECH. 2112ASPRINKLER ROOM108ARES. STAIR 1106ASLOPE DN.@3/16":12SLOPE DN.@3/16":12FLOOR DRAINAGE32 C33 C1 & 2 HR.RATED WALLS1LEVEL 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"F5F7F7F7F10F10F10F10F10F10F10F15F15F15F15F15F15F15F14F14F14F14F12FXXFXXFXX24'-6"TYP 13'-0"TYP22'-0"27'-1"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 400.17', 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 14/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 5/S5.1FOOTING MARK, SEE 20/S5.2GRADE BEAM MARK, SEE XX/S5.XCOLUMN MARK, SEE 5/S5.2UNDERGROUND UTILITY, SEE NOTE 6x'-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)8/13/18 RLR/BJW S2.1 CG2Level 0 - RC DesignSOG8" CONC SLABGrid 2b = 240"Grid Gb = 288"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 2017 Date: 03 - 11 - 2020 Time: 14:25 File: Level 0 - Grid 2 - RC 1 - PROJECT TITLE: "4th Dimension" 1.1 Design Strip: Level 0 - Grid 2 - RC Slab 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 24.00 8.67 SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 6#5X7'6"2 9#5X15'0"3 8#5X15'0"4 8#5X15'0"5 7#5X16'6" 6 6#5X5'6"7 9#5X14'0"8 7#5X14'0"9 8#5X14'0"10 6#5X14'6" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 17#5X19'0"1213#5X16'6"13 13#5X16'6"14 14#5X18'0"15 12#5X6'6" 1 1 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 2.8 5.6 2.7 5.4 3.46 5.32 3.46 5.06 4.95 4.47 3.73 4.47 4.68 3.84 4.92 3.72 4.25 3.46 3.463.46 3.463.46 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.91 - 35.7093.69 OK 0.70 - 83.30- 14.47 OK 0.60 - 77.97 1.40 OK 0.64 - 80.68 5.25 OK 0.66 - 65.51- 35.98 OK --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 3 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 1395.6 ft3 Area covered = 2093.4 ft2 MILD STEEL Total weight of rebar = 2140.9 lb Average rebar usage = 1.023 lb/ft2, 1.534 lb/ft3 11 - DESIGNER'S NOTES CG3 8" slab b = 240" 5B12 5B12 5B12 5B125B12 5T12 5T12 5T12 5T12 5T12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 Span 1 Span 2 Span 3 Span 4 Span 5 Deflection Diagrams File: Level 0 - Grid 2 - RC 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 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+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.11 0.11 0.34( 850) 0.03(11352) 0.00(*****) 0.36( 797) 0.38( 759) 2 0.06 0.07 0.20( 1427) 0.01(19362) 0.00(*****) 0.22( 1338) 0.23( 1276) 3 0.07 0.07 0.21( 1340) 0.02(18085) 0.00(*****) 0.23( 1256) 0.24( 1198) 4 0.08 0.09 0.26( 1093) 0.02(14598) 0.00(*****) 0.28( 1024) 0.30( 976) 5 0.00 0.00 -0.01( 7140) 0.00(93692) 0.00(*****) -0.02( 6681) -0.02( 6364) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.11 0.11 0.34( 850) 0.03(11352) 0.00(*****) 0.34( 850) 0.36( 791) 2 0.06 0.07 0.20( 1427) 0.01(19362) 0.00(*****) 0.20( 1427) 0.22( 1329) 3 0.07 0.07 0.21( 1340) 0.02(18085) 0.00(*****) 0.21( 1340) 0.23( 1248) 4 0.08 0.09 0.26( 1093) 0.02(14598) 0.00(*****) 0.26( 1093) 0.28( 1017) 5 0.00 0.00 -0.01( 7140) 0.00(93692) 0.00(*****) -0.01( 7140) -0.02( 6634) CG4 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 2017 Date: 03 - 11 - 2020 Time: 14:12 File: Level 0 - Grid G - RC 1 - PROJECT TITLE: "4th Dimension" 1.1 Design Strip: Level 0 - Grid G - RC Slab 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]1.50 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 9#5X19'6"2 9#5X15'6"3 7#5X5'0" 4 9#5X17'6"5 9#5X14'0"6 7#5X3'6" 111 1 1 1 1 1 1 1 1 1 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 7 6#8X8'6"8 9#8X20'0"9 6#8X9'6" 111 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 2.8 5.6 3.6 7.24.154.154.15 4.15 4.24 4.15 4.15 5.48 5.48 4.15 6.79 4.15 4.24 4.15 4.15 4.15 4.15 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.19 13.60- 0.87 OK 0.85 - 86.9843.66 OK 0.85 - 86.98- 43.55 OK --- 0.00 0.00 NA 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 3 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 832.0 ft3 Area covered = 1248.0 ft2 MILD STEEL Total weight of rebar = 1433.2 lb Average rebar usage = 1.148 lb/ft2, 1.723 lb/ft3 11 - DESIGNER'S NOTES CG5 8" slab b = 288" 5T16 5T16 5B12 5B125B12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 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 0 - Grid G - RC 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 = 4030.50 ksi Creep factor .................................. K = 2.00 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+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.00 0.00 0.00(*****) 0.00(*****) 0.00(*****) 0.00(*****) 0.00(*****) 2 -0.01 -0.01 -0.02( 5074) 0.00(66615) 0.00(*****) -0.03( 4748) -0.03( 4522) 3 0.13 0.13 0.40( 758) 0.03(10113) 0.00(*****) 0.43( 710) 0.45( 677) 4 -0.01 -0.01 -0.02( 7123) 0.00(93472) 0.00(*****) -0.03( 6665) -0.03( 6349) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.00 0.00 0.00(*****) 0.00(*****) 0.00(*****) 0.00(*****) 0.00(*****) 2 -0.01 -0.01 -0.02( 5074) 0.00(66615) 0.00(*****) -0.02( 5074) -0.03( 4715) 3 0.13 0.13 0.40( 758) 0.03(10113) 0.00(*****) 0.40( 758) 0.43( 705) 4 -0.01 -0.01 -0.02( 7123) 0.00(93472) 0.00(*****) -0.02( 7123) -0.03( 6618) CG6 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 RAMP DOWNGARAGE STRUCT.8-15% SLOPE16 PARKING STALLS; 3 HANDICAPPED, 7COMPACT, 6 STANDARD; 5 BICYCLES, 1MOTORCYCLEHCHCABCDEFGHI12345RES. ELEV. LOBBYRES. STAIR 1ELEC./MECH.12345678910121316151114RES. STAIR 2JCCCCCCCHCBARRIER CABLEPER STRUCT.WALL LINE BELOWNOTE:OFFSETCOL. BY 1"RET. WALLSBARRIER CABLE PERSTRUCT.STEPRAILING PERELEV.MAILBOX FORCOMM.SPACES34"x24" 1-HR. SHAFT(10' FROM PROPERTY LINE)414.33' UPPER PORTIONOF UPPER DECKSLOPE DN. 2:12UPPER DECK 410.33'INLETBICYCLE (3)MOTORCYCLE VERIFY IFLANDSCAPE@CORNERCAN BE CUT BACKBENCH BENCH BENCHSTEPS RAMP 1:12BICYCLE (2)SLOPE DN. 1/8:12SLOPE DN. 1/8:12SLOPE DN. 1/8:12RETAILRETAILRETAILRESTAURANTMENWOMENRRSTOCK RM.RRRR1LEVEL 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”2.0"2.0"4.0"4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”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 3-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 2-3/8" 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 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-TENSIONING 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.12.SEE SHEET S2.3a FOR ADDITIONAL EMBEDS REQUIRED THIS LEVEL.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/S5.2X" 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.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 8/13/18 RLR/BJW S2.2 CG7W5D1.1W5.1J1W2.1I1E1.1W4.1W3.8W3.9E2W1.2W4.5A1.1A1.2D1.2E1.2A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4A1.3Grid Cb = 288"Grid Hb = 288"Level 1 - BandedGrid Ab = 144"4'-6"Grid FSame asGrid HGrid GSame asGrid HGrid DSame asGrid CGrid BSame asGrid CGrid Eb = 288"Detention Vault12" Slabb = 210"DVBDVBRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 28 - 2020 Time: 13:50 File: Level 1 - Grid A - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid A - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]10.00 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 2#5X3'0"2 2#5X7'0"3 3#5X13'6"4 3#5X15'6"5 2#5X5'0" 6 1#5X3'0"7 1#5X6'6"8 3#5X11'6"9 3#5X12'0"10 1#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] 4.00 4.00 4.00 6.00 187.6 6.00 6.00 6.00 187.6 1.25 1.25 6.75 187.6 4.00 4.00 4.00 187.6 15.63 162.85 15.63 162.85 15.63 162.85 15.63 162.85 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 2#5X12'6" 12 2#5X10'0" 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.00.51.01.52.0 0.7 1.4 0.86 0.86 0.86 1.30 1.76 1.73 1.07 1.44 0.86 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.26- 32.63- 6.70 OK 0.69- 73.7236.50 OK 0.74- 82.90- 33.31 OK 0.22- 17.05- 12.52 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 = 484.0 ft3 Area covered = 726.0 ft2 MILD STEEL Total weight of rebar = 250.3 lb Average rebar usage = 0.345 lb/ft2, 0.517 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 220.4 lb Average tendon usage = 0.304 lb/ft2, 0.455 lb/ft3 11 - DESIGNER'S NOTES CG8 8" slab b = 144" 5B36 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.30 0.25 0.20 0.15 0.10 0.05 0 Span 1 Span 2 Span 3 Span 4 Deflection Diagrams File: Level 1 - 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 0.00(52777) 0.01(20002) 0.00(*****) 0.01(19774) 0.01(12091) 2 -0.01 0.00 0.00 0.01(24667) -0.01(14534) 0.00(*****) -0.01(12644) -0.02( 8104) 3 0.12 0.01 0.03 0.10( 3154) 0.12( 2502) 0.00(*****) 0.21( 1477) 0.29( 1045) 4 -0.01 0.00 0.00 0.01(11622) -0.01(31348) 0.00(*****) 0.02( 9017) 0.02( 7679) 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 0.00(52777) 0.01(20002) 0.00(*****) 0.00(52777) 0.01(18171) 2 -0.01 0.00 0.00 0.01(24667) -0.01(14534) 0.00(*****) 0.01(24667) -0.01(11739) 3 0.12 0.01 0.03 0.10( 3154) 0.12( 2502) 0.00(*****) 0.10( 3154) 0.22( 1395) 4 -0.01 0.00 0.00 0.01(11622) -0.01(31348) 0.00(*****) 0.01(11622) 0.02( 8798) CG9 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 17 - 2020 Time: 15:21 File: Level 1 - Grid C - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid C - Distributed 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 3#5X5'6"2 3#5X11'6"3 7#5X13'6"4 7#5X15'6"5 3#5X4'6" 6 3#5X5'0"7 3#5X9'0"8 6#5X11'0"9 7#5X11'6"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] 4.00 2.00 2.00 6.00 321.6 6.00 6.00 6.00 321.6 1.25 1.25 6.75 321.6 4.00 4.00 4.00 321.6 13.40 139.58 13.40 139.58 13.40 139.58 13.40 139.58 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 7#5X15'0" 12 6#5X11'0" 1 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 2.2 4.4 2.1 4.2 1.73 1.73 1.73 2.00 3.73 4.14 3.87 2.20 1.73 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.83- 94.82- 30.11 OK 1.27- 142.3051.01 RE 1.43- 167.52- 43.05 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 = 1096.0 ft3 Area covered = 1644.0 ft2 MILD STEEL Total weight of rebar = 651.2 lb Average rebar usage = 0.396 lb/ft2, 0.594 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 427.8 lb Average tendon usage = 0.260 lb/ft2, 0.390 lb/ft3 11 - DESIGNER'S NOTES CG10 5B18 8" slab b = 288" RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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 1 - 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 = 4030.50 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 0.05 0.01 0.01 0.04( 5064) 0.05( 4663) 0.00(*****) 0.08( 2579) 0.12( 1866) 2 -0.02 0.00 0.00 -0.01(10066) -0.02( 7958) 0.00(*****) -0.03( 4822) -0.04( 3408) 3 0.14 0.03 0.06 0.17( 1831) 0.14( 2230) 0.00(*****) 0.29( 1053) 0.39( 791) 4 -0.01 0.00 0.00 -0.01(13388) -0.01(20358) 0.00(*****) -0.02( 8410) -0.03( 6523) 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 0.05 0.01 0.01 0.04( 5064) 0.05( 4663) 0.00(*****) 0.04( 5064) 0.09( 2445) 2 -0.02 0.00 0.00 -0.01(10066) -0.02( 7958) 0.00(*****) -0.01(10066) -0.03( 4552) 3 0.14 0.03 0.06 0.17( 1831) 0.14( 2230) 0.00(*****) 0.17( 1831) 0.30( 1005) 4 -0.01 0.00 0.00 -0.01(13388) -0.01(20358) 0.00(*****) -0.01(13388) -0.02( 8076) CG11 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 17:24 File: Level 1 - Grid E - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid E - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]8.00 25.50 14.50 SPAN 1 SPAN 2 SPAN 3 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 7#5X16'0"2 7#5X15'6"3 3#5X5'0" 4 6#5X10'0"5 6#5X11'6"6 3#5X4'0" 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] 4.00 4.00 4.00 6.00 321.6 1.25 1.25 6.75 321.6 2.75 2.75 4.00 321.6 13.40 139.58 13.40 139.58 13.40 139.58 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 7 7#5X15'0" 8 7#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 2.1 4.2 2.2 4.4 1.73 2.48 2.85 3.95 3.89 4.09 2.14 1.73 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 1.33- 156.4439.04 RE 1.41- 167.72- 38.47 RE 0.43- 31.85- 3.44 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 = 768.0 ft3 Area covered = 1152.0 ft2 MILD STEEL Total weight of rebar = 581.4 lb Average rebar usage = 0.505 lb/ft2, 0.757 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 299.8 lb Average tendon usage = 0.260 lb/ft2, 0.390 lb/ft3 11 - DESIGNER'S NOTES CG12 8" slab b = 288" 5B18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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 Deflection Diagrams File: Level 1 - 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 -0.01 -0.01 -0.01 -0.03( 3673) -0.01(10163) 0.00(*****) -0.03( 2771) -0.04( 2327) 2 0.13 0.04 0.07 0.21( 1473) 0.13( 2305) 0.00(*****) 0.33( 935) 0.42( 728) 3 -0.01 -0.01 -0.02 -0.05( 3831) -0.01(21565) 0.00(*****) -0.05( 3480) -0.05( 3191) 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 -0.01 -0.01 -0.03( 3673) -0.01(10163) 0.00(*****) -0.03( 3673) -0.04( 2698) 2 0.13 0.04 0.07 0.21( 1473) 0.13( 2305) 0.00(*****) 0.21( 1473) 0.34( 898) 3 -0.01 -0.01 -0.02 -0.05( 3831) -0.01(21565) 0.00(*****) -0.05( 3831) -0.05( 3437) CG13 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 17 - 2020 Time: 15:37 File: Level 1 - Grid H - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid H - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]1.50 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 3#5X5'0"2 3#5X13'6"3 3#5X15'6"4 3#5X4'6" 5 3#5X5'0"6 3#5X11'6"7 3#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] 4.00 4.00 4.00 4.00 321.6 4.00 4.00 6.75 321.6 1.25 1.25 6.75 321.6 4.00 4.00 4.00 321.6 13.40 139.58 13.40 139.58 13.40 139.58 13.40 139.58 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 1 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max0.0 0.5 1.0 1.5 2.01.731.731.73 1.73 1.73 1.73 1.73 1.73 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 0.94- 111.4027.16 OK 0.95- 113.78- 24.07 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 = 832.0 ft3 Area covered = 1248.0 ft2 MILD STEEL Total weight of rebar = 216.5 lb Average rebar usage = 0.174 lb/ft2, 0.260 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 324.8 lb Average tendon usage = 0.260 lb/ft2, 0.390 lb/ft3 11 - DESIGNER'S NOTES CG14 8" slab b = 288" RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.25 0.20 0.15 0.10 0.05 0 Span 1 Span 2 Span 3 Span 4 Deflection Diagrams File: Level 1 - 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------ 1 0.00 0.00 0.00 0.00(*****) 0.00(*****) 0.00(*****) 0.00(92587) 0.00(85063) 2 -0.01 -0.01 -0.01 -0.02( 5857) 0.00(35334) 0.00(*****) -0.02( 5113) -0.03( 4653) 3 0.13 0.03 0.05 0.16( 1972) 0.05( 5820) 0.00(*****) 0.20( 1511) 0.24( 1278) 4 -0.01 0.00 0.00 -0.01(15015) 0.00(54126) 0.00(*****) -0.01(12015) -0.02(10399) 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 0.00(*****) 0.00(*****) 0.00(*****) 0.00(*****) 0.00(91431) 2 -0.01 -0.01 -0.01 -0.02( 5857) 0.00(35334) 0.00(*****) -0.02( 5857) -0.02( 5042) 3 0.13 0.03 0.05 0.16( 1972) 0.05( 5820) 0.00(*****) 0.16( 1972) 0.21( 1473) 4 -0.01 0.00 0.00 -0.01(15015) 0.00(54126) 0.00(*****) -0.01(15015) -0.01(11754) CG15 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 20:02 File: Level 1 - Grid I - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid I - Banded 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]10.50 21.00 10.00 SPAN 1 SPAN 2 SPAN 3 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 2#5X3'6"2 2#5X12'0"3 2#5X12'0"4 2#5X3'6" 5 2#5X3'6"6 2#5X10'0"7 2#5X10'0"8 1#5X3'0" 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] 4.00 4.00 4.00 6.75 214.2 1.25 1.25 6.00 214.2 4.00 4.00 4.00 214.2 13.11 136.61 13.11 136.61 17.85 185.94 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max0.0 0.4 0.8 1.2 1.6 1.18 1.18 1.18 1.12 1.12 0.86 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.18- 13.38 1.98 OK 0.81- 91.7230.54 OK 0.77- 79.85- 46.11 OK 0.12- 7.94 0.82 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 = 420.8 ft3 Area covered = 631.2 ft2 MILD STEEL Total weight of rebar = 113.7 lb Average rebar usage = 0.180 lb/ft2, 0.270 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 172.6 lb Average tendon usage = 0.273 lb/ft2, 0.410 lb/ft3 11 - DESIGNER'S NOTES CG16 8" slab b = 196" RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.12 0.10 0.08 0.06 0.04 0.02 0 -0.02 Span 1 Span 2 Span 3 Deflection Diagrams File: Level 1 - 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------ 1 0.00 0.00 0.00 -0.01(19154) 0.00(36160) 0.00(*****) -0.01(13177) -0.01(10603) 2 0.06 0.00 0.01 0.02(11370) 0.06( 4311) 0.00(*****) 0.07( 3400) 0.12( 2190) 3 0.00 0.00 0.00 -0.01(14267) 0.00(27479) 0.00(*****) -0.01( 9874) -0.02( 7907) 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(19154) 0.00(36160) 0.00(*****) -0.01(19154) -0.01(12735) 2 0.06 0.00 0.01 0.02(11370) 0.06( 4311) 0.00(*****) 0.02(11370) 0.08( 3151) 3 0.00 0.00 0.00 -0.01(14267) 0.00(27479) 0.00(*****) -0.01(14267) -0.01( 9548) CG17 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 20:13 File: Level 1 - Grid J - Banded 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - 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 2#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] 4.00 4.00 4.00 6.75 80.4 2.00 2.00 4.00 80.4 18.55 193.27 18.55 193.27 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max0.0 0.4 0.8 1.2 1.6 0.38 1.13 1.13 0.76 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.05- 4.12 2.94 OK 0.26- 24.4920.63 OK 0.33- 12.89- 33.53 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 = 91.0 ft3 Area covered = 136.5 ft2 MILD STEEL Total weight of rebar = 71.3 lb Average rebar usage = 0.522 lb/ft2, 0.783 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 49.2 lb Average tendon usage = 0.360 lb/ft2, 0.540 lb/ft3 11 - DESIGNER'S NOTES CG18 8" slab b = 52" RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 -0.01 Span 1 Span 2 Deflection Diagrams File: Level 1 - 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(15032) 0.00(*****) 0.00(*****) -0.01(14505) -0.01(14041) 2 0.05 0.00 0.01 0.03(10038) 0.05( 5511) 0.00(*****) 0.06( 3931) 0.10( 2633) 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(15032) 0.00(*****) 0.00(*****) -0.01(15032) -0.01(14439) 2 0.05 0.00 0.01 0.03(10038) 0.05( 5511) 0.00(*****) 0.03(10038) 0.07( 3672) CG19 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 RAMP DOWNGARAGE STRUCT.8-15% SLOPE16 PARKING STALLS; 3 HANDICAPPED, 7COMPACT, 6 STANDARD; 5 BICYCLES, 1MOTORCYCLEHCHCABCDEFGHI12345RES. ELEV. LOBBYRES. STAIR 1ELEC./MECH.12345678910121316151114RES. STAIR 2JCCCCCCCHCBARRIER CABLEPER STRUCT.WALL LINE BELOWNOTE:OFFSETCOL. BY 1"RET. WALLSBARRIER CABLE PERSTRUCT.STEPRAILING PERELEV.MAILBOX FORCOMM.SPACES34"x24" 1-HR. SHAFT(10' FROM PROPERTY LINE)414.33' UPPER PORTIONOF UPPER DECKSLOPE DN. 2:12UPPER DECK 410.33'INLETBICYCLE (3)MOTORCYCLE VERIFY IFLANDSCAPE@CORNERCAN BE CUT BACKBENCH BENCH BENCHSTEPS RAMP 1:12BICYCLE (2)SLOPE DN. 1/8:12SLOPE DN. 1/8:12SLOPE DN. 1/8:12RETAILRETAILRETAILRESTAURANTMENWOMENRRSTOCK RM.RRRR1LEVEL 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”2.0"2.0"4.0"4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”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 3-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 2-3/8" 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 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-TENSIONING 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.12.SEE SHEET S2.3a FOR ADDITIONAL EMBEDS REQUIRED THIS LEVEL.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/S5.2X" 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.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 8/13/18 RLR/BJW S2.2 CG20Level 1 - DistributedGrid 4.5b = 216"Grid 3b = 216"I1A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J44'-2"10'-4"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 24 - 2020 Time: 16:15 File: Level 1 - Grid 3 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - 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 6#5X15'0"3 3#5X15'0"4 3#5X15'0"5 3#5X15'0"6 3#5X15'0"7 3#5X15'0"8 3#5X15'0"9 3#5X12'0"10 3#5X3'0" 11 2#5X6'0"12 5#5X10'6"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] 4.00 2.00 2.00 6.75 321.6 2.00 2.00 6.75 321.6 1.25 1.25 6.75 321.6 1.25 1.25 6.75 321.6 1.25 1.25 6.75 321.6 1.25 1.25 6.75 321.6 2.00 2.00 6.75 321.6 2.00 2.00 4.00 321.6 4.00 4.00 4.00 321.6 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 17.87 186.11 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 21 4#5X12'0" 22 4#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 1.8 3.6 1.3 2.6 1.30 3.18 2.25 2.51 1.731.73 1.73 1.73 1.73 1.73 1.73 1.73 1.731.73 1.731.73 1.301.301.30 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 1.22- 57.45114.87 RE 1.10- 141.13- 25.26 RE 0.92- 129.49- 0.74 OK 0.96- 133.11 5.16 OK 0.91- 110.63- 30.03 OK 0.64- 87.94 4.75 OK 0.64- 89.52 1.68 OK 0.71- 94.15 9.89 OK 0.58- 68.24- 24.07 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 = 2408.0 ft3 Area covered = 3612.1 ft2 MILD STEEL Total weight of rebar = 844.6 lb Average rebar usage = 0.234 lb/ft2, 0.351 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 1260.3 lb Average tendon usage = 0.349 lb/ft2, 0.523 lb/ft3 11 - DESIGNER'S NOTES CG21 8" slab b = 216" F=17.9 k/ft 5B24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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 Span 5 Span 6 Span 7 Span 8 Span 9 Deflection Diagrams File: Level 1 - 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 0.11 0.04 0.06 0.18( 1565) 0.11( 2533) 0.00(*****) 0.29( 1006) 0.37( 787) 2 0.06 -0.02 -0.01 -0.02(15681) 0.06( 4624) 0.00(*****) 0.05( 5759) 0.09( 3105) 3 0.07 -0.03 -0.01 -0.03( 8700) 0.07( 4267) 0.00(*****) 0.03(10419) 0.07( 3845) 4 0.07 -0.02 -0.01 -0.03(11312) 0.09( 3318) 0.00(*****) 0.05( 5436) 0.11( 2537) 5 0.07 -0.02 -0.01 -0.03(11473) 0.01(26443) 0.00(*****) -0.02(16758) -0.02(18798) 6 0.07 -0.03 -0.01 -0.03( 8258) 0.03( 9305) 0.00(*****) -0.01(38130) 0.02(18200) 7 0.07 -0.01 0.00 0.01(26599) 0.03(11046) 0.00(*****) 0.03(10400) 0.04( 6455) 8 0.09 0.02 0.04 0.12( 2378) 0.03( 8422) 0.00(*****) 0.15( 1898) 0.18( 1641) 9 -0.01 0.00 0.00 -0.01(15134) 0.00(46612) 0.00(*****) -0.01(11805) -0.01(10081) 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 0.06 0.18( 1565) 0.11( 2533) 0.00(*****) 0.18( 1565) 0.30( 967) 2 0.06 -0.02 -0.01 -0.02(15681) 0.06( 4624) 0.00(*****) -0.02(15681) 0.06( 5158) 3 0.07 -0.03 -0.01 -0.03( 8700) 0.07( 4267) 0.00(*****) -0.03( 8700) 0.03( 8374) 4 0.07 -0.02 -0.01 -0.03(11312) 0.09( 3318) 0.00(*****) -0.03(11312) 0.06( 4673) 5 0.07 -0.02 -0.01 -0.03(11473) 0.01(26443) 0.00(*****) -0.03(11473) -0.02(17366) 6 0.07 -0.03 -0.01 -0.03( 8258) 0.03( 9305) 0.00(*****) -0.03( 8258) 0.00(60923) 7 0.07 -0.01 0.00 0.01(26599) 0.03(11046) 0.00(*****) 0.01(26599) 0.03( 9571) 8 0.09 0.02 0.04 0.12( 2378) 0.03( 8422) 0.00(*****) 0.12( 2378) 0.16( 1857) 9 -0.01 0.00 0.00 -0.01(15134) 0.00(46612) 0.00(*****) -0.01(15134) -0.01(11524) CG22 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 21:21 File: Level 1 - Grid 4.5 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid 4.5 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 19.00 16.00 SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 3#5X7'6"2 6#5X15'0"3 3#5X15'0"4 3#5X15'0"5 3#5X12'0"6 3#5X5'6" 7 2#5X6'0"8 5#5X10'6"9 3#5X12'0"10 2#5X11'6"11 2#5X9'6"12 2#5X4'6" 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] 4.00 2.00 2.00 6.75 322.2 1.25 1.25 6.75 322.2 1.25 1.25 6.75 322.2 4.00 4.00 6.75 322.2 4.00 4.00 4.00 322.2 17.90 186.46 17.90 186.46 17.90 186.46 17.90 186.46 17.90 186.46 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 13 6#5X14'0" 14 5#5X10'0" 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 1.8 3.6 1.8 3.6 1.30 3.40 0.15 3.25 2.88 1.73 1.73 1.55 1.55 1.30 1.30 1.30 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 0.95- 129.39 9.59 OK 0.90- 118.50- 15.12 OK --- 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 = 1284.0 ft3 Area covered = 1926.0 ft2 MILD STEEL Total weight of rebar = 556.4 lb Average rebar usage = 0.289 lb/ft2, 0.433 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 679.8 lb Average tendon usage = 0.353 lb/ft2, 0.529 lb/ft3 11 - DESIGNER'S NOTES CG23 8" slab b = 216" F=17.9 k/ft 5B18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 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 Span 5 Deflection Diagrams File: Level 1 - Grid 4.5 - 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------ 1 0.14 0.06 0.08 0.25( 1138) 0.14( 2116) 0.00(*****) 0.38( 767) 0.47( 611) 2 0.05 -0.04 -0.03 -0.10( 2942) 0.05( 5569) 0.00(*****) -0.06( 4727) -0.05( 6249) 3 0.08 -0.02 -0.01 -0.02(16110) 0.08( 3409) 0.00(*****) 0.06( 4904) 0.12( 2443) 4 0.02 0.00 0.00 0.01(30821) 0.02(13379) 0.00(*****) 0.02(10518) 0.03( 6815) 5 0.02 0.01 0.02 0.05( 3998) 0.02( 7917) 0.00(*****) 0.07( 2755) 0.09( 2219) 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 0.14 0.06 0.08 0.25( 1138) 0.14( 2116) 0.00(*****) 0.25( 1138) 0.39( 740) 2 0.05 -0.04 -0.03 -0.10( 2942) 0.05( 5569) 0.00(*****) -0.10( 2942) -0.06( 4981) 3 0.08 -0.02 -0.01 -0.02(16110) 0.08( 3409) 0.00(*****) -0.02(16110) 0.07( 4287) 4 0.02 0.00 0.00 0.01(30821) 0.02(13379) 0.00(*****) 0.01(30821) 0.02( 9760) 5 0.02 0.01 0.02 0.05( 3998) 0.02( 7917) 0.00(*****) 0.05( 3998) 0.07( 2663) CG24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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.SWxCG25Grid 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"I1A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 23 - 2020 Time: 17:01 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 12.50 2.00 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 2#5X3'6"2 2#5X7'0"3 3#5X13'6"4 3#5X14'6"5 2#5X6'0" 6 2#5X3'0"7 2#5X6'6"8 2#5X11'6"9 2#5X12'0"10 2#5X5'0" 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 6.00 348.4 6.00 6.00 7.75 348.4 1.25 1.25 7.75 348.4 4.50 4.50 348.4 4.50 4.50 4.50 348.4 29.03 268.83 29.03 268.83 29.03 268.83 29.03 268.83 29.03 268.83 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 3#5X10'0" 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 0.00.4 0.8 1.21.6 0.47 0.94 0.97 0.97 0.97 1.46 1.46 1.54 0.84 1.54 0.970.97 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.22- 36.15- 8.68 OK 0.85- 128.4951.54 OK 0.92- 140.74- 51.23 OK 0.55- 33.44 0.88 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 = 544.5 ft3 Area covered = 726.0 ft2 MILD STEEL Total weight of rebar = 226.5 lb Average rebar usage = 0.312 lb/ft2, 0.416 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 411.7 lb Average tendon usage = 0.567 lb/ft2, 0.756 lb/ft3 11 - DESIGNER'S NOTES CG26 9" slab b = 144" 5B48 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 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 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(20297) 0.00(30335) 0.00(*****) 0.01(12807) 0.01( 9899) 2 -0.01 0.00 -0.01 -0.03( 3760) -0.01(23531) 0.00(*****) -0.04( 3288) -0.04( 2995) 3 0.10 -0.09 0.10 0.29( 1044) 0.09( 3585) 0.00(*****) 0.37( 827) 0.43( 712) 4 -0.01 0.00 -0.01 -0.04( 4066) -0.01(25555) 0.00(*****) -0.04( 3563) -0.05( 3251) CR 0.00 0.00 0.00 0.01( 4688) 0.00(39547) 0.00(*****) 0.01( 4236) 0.01( 3940) 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(20297) 0.00(30335) 0.00(*****) 0.01(20297) 0.01(12303) 2 -0.01 0.00 -0.01 -0.03( 3760) -0.01(23531) 0.00(*****) -0.03( 3760) -0.04( 3243) 3 0.10 -0.09 0.10 0.29( 1044) 0.09( 3585) 0.00(*****) 0.29( 1044) 0.38( 808) 4 -0.01 0.00 -0.01 -0.04( 4066) -0.01(25555) 0.00(*****) -0.04( 4066) -0.04( 3515) CR 0.00 0.00 0.00 0.01( 4688) 0.00(39547) 0.00(*****) 0.01( 4688) 0.01( 4191) CG27 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 17 - 2020 Time: 13:54 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 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 4#5X13'6"4 5#5X15'6"5 4#5X5'0" 6 3#5X5'0"7 3#5X9'0"8 3#5X11'6"9 4#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 6.75 643.2 6.75 6.75 7.75 643.2 1.25 1.25 7.75 643.2 4.50 4.50 4.50 643.2 26.80 248.15 26.80 248.15 26.80 248.15 26.80 248.15 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 11 5#5X12'6" 12 5#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 1.6 3.2 1.94 1.94 1.94 1.94 1.94 2.51 3.05 2.18 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed --- 0.00 0.00 NA 0.68- 109.03- 23.85 OK 1.52- 244.2753.47 RE 1.77- 295.91- 43.02 NG 0.57- 54.01- 13.96 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 = 481.1 lb Average rebar usage = 0.293 lb/ft2, 0.390 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 855.6 lb Average tendon usage = 0.520 lb/ft2, 0.694 lb/ft3 11 - DESIGNER'S NOTES CG28 9" slab b = 288" 5B24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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 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 -0.02 0.01 0.02(13447) 0.04( 5818) 0.00(*****) 0.05( 4572) 0.07( 2963) 2 -0.01 0.01 -0.01 -0.04( 2887) -0.01(13165) 0.00(*****) -0.05( 2414) -0.06( 2141) 3 0.11 -0.08 0.12 0.35( 875) 0.09( 3276) 0.00(*****) 0.43( 706) 0.50( 613) 4 -0.01 0.01 0.01 0.03( 5764) -0.01(28180) 0.00(*****) 0.03( 5442) 0.03( 5215) 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 -0.02 0.01 0.02(13447) 0.04( 5818) 0.00(*****) 0.02(13447) 0.05( 4247) 2 -0.01 0.01 -0.01 -0.04( 2887) -0.01(13165) 0.00(*****) -0.04( 2887) -0.05( 2371) 3 0.11 -0.08 0.12 0.35( 875) 0.09( 3276) 0.00(*****) 0.35( 875) 0.44( 691) 4 -0.01 0.01 0.01 0.03( 5764) -0.01(28180) 0.00(*****) 0.03( 5764) 0.03( 5409) CG29 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 23:37 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 4#5X22'6"3 4#5X15'6"4 4#5X5'0" 5 1#5X5'6"6 4#5X19'6"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 6.00 562.8 6.00 1.25 1.25 7.75 562.8 7.75 4.50 4.50 4.50 562.8 4.50 2.75 2.75 6.00 134 6.00 6.00 6.00 134 1.25 1.25 7.75 134 4.50 4.50 4.50 134 14.89 137.86 29.03 268.83 29.03 268.83 29.03 268.83 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 9 3#5X10'6"10 11#5X11'0" 11 2#5X9'0" 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 1.8 3.6 0.83 1.34 1.40 1.34 2.31 2.33 1.97 2.35 3.27 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 1.48- 242.3354.28 RE 1.77- 300.45- 45.15 NG 0.56- 52.83- 12.46 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 = 511.0 lb Average rebar usage = 0.382 lb/ft2, 0.510 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 774.2 lb Average tendon usage = 0.579 lb/ft2, 0.772 lb/ft3 11 - DESIGNER'S NOTES CG30 9" slab b = 288" 5B24 b = 108" 5B24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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 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 0.06 0.18( 1357) 0.05( 4656) 0.00(*****) 0.23( 1075) 0.27( 925) 2 -0.01 0.00 -0.02 -0.05( 1885) -0.01(12653) 0.00(*****) -0.06( 1663) -0.06( 1523) 3 0.11 -0.06 0.13 0.40( 767) 0.09( 3333) 0.00(*****) 0.48( 636) 0.55( 561) 4 -0.01 0.00 -0.01 -0.03( 5577) -0.01(28990) 0.00(*****) -0.04( 4754) -0.04( 4264) 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 0.06 0.18( 1357) 0.05( 4656) 0.00(*****) 0.18( 1357) 0.23( 1051) 2 -0.01 0.00 -0.02 -0.05( 1885) -0.01(12653) 0.00(*****) -0.05( 1885) -0.06( 1641) 3 0.11 -0.06 0.13 0.40( 767) 0.09( 3333) 0.00(*****) 0.40( 767) 0.49( 624) 4 -0.01 0.00 -0.01 -0.03( 5577) -0.01(28990) 0.00(*****) -0.03( 5577) -0.04( 4677) CG31 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 02 - 27 - 2020 Time: 18:05 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 4#5X13'6"3 5#5X15'6"4 4#5X5'0" 5 3#5X4'6"6 3#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 4.50 643.2 4.50 7.75 643.2 1.25 1.25 7.75 643.2 4.50 4.50 4.50 643.2 26.80 248.15 26.80 248.15 26.80 248.15 26.80 248.15 .00 .00 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 9 6#5X12'6" 10 5#5X10'0" 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 1.8 3.6 1.941.94 1.40 1.94 1.94 2.90 3.12 1.94 1.94 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 0.34- 19.95- 20.00 OK 1.66- 262.0769.63 RE 1.80- 295.28- 54.65 NG 0.55- 54.84- 18.25 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 = 423.3 lb Average rebar usage = 0.339 lb/ft2, 0.452 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 649.5 lb Average tendon usage = 0.520 lb/ft2, 0.694 lb/ft3 11 - DESIGNER'S NOTES CG32 9" slab b = 288" 5B24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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( 771) 0.00(*****) 0.00(*****) 0.02( 773) 0.02( 775) 1 -0.01 0.00 -0.03 -0.08( 1674) 0.00(26530) 0.00(*****) -0.08( 1603) -0.08( 1552) 2 0.11 -0.07 0.13 0.38( 815) 0.09( 3492) 0.00(*****) 0.45( 673) 0.52( 593) 3 -0.01 0.01 0.01 0.03( 6255) -0.01(32778) 0.00(*****) 0.03( 5764) -0.03( 5254) 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( 771) 0.00(*****) 0.00(*****) 0.02( 771) 0.02( 774) 1 -0.01 0.00 -0.03 -0.08( 1674) 0.00(26530) 0.00(*****) -0.08( 1674) -0.08( 1596) 2 0.11 -0.07 0.13 0.38( 815) 0.09( 3492) 0.00(*****) 0.38( 815) 0.46( 661) 3 -0.01 0.01 0.01 0.03( 6255) -0.01(32778) 0.00(*****) 0.03( 6255) 0.03( 5714) CG33 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 22:08 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 4#5X12'0"4 2#5X3'6" 5 2#5X4'6"6 3#5X10'0"7 3#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#5X10'6" 10 5#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 1.1 2.2 0.91.82.73.6 1.32 1.32 1.32 1.62 1.92 3.20 1.26 0.97 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.00 0.00 0.35- 29.08- 0.17 OK 1.13- 153.1052.80 RE 1.08- 139.37- 72.72 RE 0.18- 13.97 1.80 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 = 298.8 lb Average rebar usage = 0.456 lb/ft2, 0.608 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 CG34 9" slab b = 196" 5B18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.30 0.25 0.20 0.15 0.10 0.05 0 -0.05 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 0.01( 2176) 0.00( 9354) 0.00(*****) 0.01( 2753) 0.01( 3467) 1 0.00 0.00 -0.01 -0.04( 3401) 0.00(32518) 0.00(*****) -0.04( 3513) -0.04( 3586) 2 0.05 -0.01 0.08 0.24( 1031) 0.04( 6562) 0.00(*****) 0.28( 903) 0.31( 824) 3 0.00 0.00 -0.01 -0.02( 5112) 0.00(36103) 0.00(*****) -0.03( 4534) -0.03( 4168) 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 0.01( 2176) 0.00( 9354) 0.00(*****) 0.01( 2176) 0.01( 2836) 1 0.00 0.00 -0.01 -0.04( 3401) 0.00(32518) 0.00(*****) -0.04( 3401) -0.04( 3526) 2 0.05 -0.01 0.08 0.24( 1031) 0.04( 6562) 0.00(*****) 0.24( 1031) 0.28( 891) 3 0.00 0.00 -0.01 -0.02( 5112) 0.00(36103) 0.00(*****) -0.02( 5112) -0.03( 4478) CG35 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 22:24 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 7.75 107.2 2.75 2.75 4.50 107.2 24.74 229.06 24.74 229.06 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 0.30 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 0.08- 7.14 5.83 OK 0.35- 41.5935.96 OK 0.48- 22.60- 61.13 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 = 82.0 lb Average tendon usage = 0.600 lb/ft2, 0.801 lb/ft3 11 - DESIGNER'S NOTES CG36 9" slab b = 52" 5B48 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.25 0.20 0.15 0.10 0.05 0 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 -0.01 -0.02( 6297) 0.00(46656) 0.00(*****) -0.02( 6514) -0.02( 6649) 2 0.04 -0.01 0.06 0.19( 1333) 0.03( 7778) 0.00(*****) 0.22( 1156) 0.24( 1048) 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 -0.01 -0.02( 6297) 0.00(46656) 0.00(*****) -0.02( 6297) -0.02( 6533) 2 0.04 -0.01 0.06 0.19( 1333) 0.03( 7778) 0.00(*****) 0.19( 1333) 0.22( 1139) CG37 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 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.SWxCG3823'-5"Level 2 - DistributedGrid 4.5b = 216"Grid 2b = 240"I1A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J41'-11"12'-5"RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 22:57 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 4#5X15'0"9 3#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 2.00 2.00 7.75 214 4.50 2.75 2.75 7.75 535 2.00 2.00 7.75 535 1.25 1.25 7.75 535 1.25 1.25 7.75 535 1.25 1.25 7.75 535 1.25 1.25 7.75 535 1.25 1.25 7.75 535 1.25 1.25 6.00 535 4.50 4.50 4.50 535 37.45 346.76 37.45 346.76 26.75 247.69 26.75 247.69 26.75 247.69 26.75 247.69 26.75 247.69 26.75 247.69 26.75 247.69 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 21 12#5X10'6"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 1.3 2.6 1.02.03.04.0 1.62 1.97 3.48 1.94 1.941.94 1.94 1.94 1.94 1.94 1.94 1.94 1.941.94 2.112.43 1.62 1.41 1.621.62 7 - PUNCHING SHEAR OK=Acceptable RE=Reinforce NG=Exceeds code NA=not applicable or not performed 1.66- 108.95175.38 RE 1.57- 277.97- 56.73 RE 1.34- 253.2220.42 RE 1.41- 254.59 0.45 RE 1.42- 255.63- 0.24 RE 1.42- 255.92 0.63 RE 1.42- 254.23- 3.09 RE 1.50- 263.2615.23 RE 1.30- 206.12- 52.17 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 = 1005.8 lb Average rebar usage = 0.251 lb/ft2, 0.334 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 2311.5 lb Average tendon usage = 0.576 lb/ft2, 0.768 lb/ft3 11 - DESIGNER'S NOTES CG39 9" slab b = 240" 5B18 5B36 F=26.8 k/ft F=10.7 k/ft RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.6 0.5 0.4 0.3 0.2 0.1 0 -0.1 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 0.17 0.52( 553) 0.09( 3353) 0.00(*****) 0.60( 481) 0.66( 437) 2 0.05 -0.12 -0.04 -0.11( 2727) 0.04( 7229) 0.00(*****) -0.08( 3611) -0.07( 4303) 3 0.06 -0.06 0.04 0.13( 2221) 0.05( 5912) 0.00(*****) 0.17( 1673) 0.21( 1401) 4 0.05 -0.06 0.04 0.12( 2397) 0.05( 6152) 0.00(*****) 0.16( 1774) 0.20( 1476) 5 0.05 -0.06 0.04 0.12( 2497) 0.05( 6124) 0.00(*****) 0.16( 1827) 0.19( 1511) 6 0.06 -0.06 0.04 0.12( 2351) 0.05( 6054) 0.00(*****) 0.17( 1742) 0.20( 1450) 7 0.05 -0.06 0.03 0.09( 3208) 0.04( 6472) 0.00(*****) 0.13( 2218) 0.16( 1789) 8 0.07 -0.04 0.08 0.24( 1187) 0.06( 4856) 0.00(*****) 0.30( 974) 0.34( 854) 9 -0.01 0.00 -0.01 -0.02( 4170) 0.00(23762) 0.00(*****) -0.03( 3601) -0.03( 3255) 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 0.17 0.52( 553) 0.09( 3353) 0.00(*****) 0.52( 553) 0.61( 474) 2 0.05 -0.12 -0.04 -0.11( 2727) 0.04( 7229) 0.00(*****) -0.11( 2727) -0.08( 3718) 3 0.06 -0.06 0.04 0.13( 2221) 0.05( 5912) 0.00(*****) 0.13( 2221) 0.18( 1628) 4 0.05 -0.06 0.04 0.12( 2397) 0.05( 6152) 0.00(*****) 0.12( 2397) 0.17( 1725) 5 0.05 -0.06 0.04 0.12( 2497) 0.05( 6124) 0.00(*****) 0.12( 2497) 0.16( 1774) 6 0.06 -0.06 0.04 0.12( 2351) 0.05( 6054) 0.00(*****) 0.12( 2351) 0.17( 1693) 7 0.05 -0.06 0.03 0.09( 3208) 0.04( 6472) 0.00(*****) 0.09( 3208) 0.13( 2145) 8 0.07 -0.04 0.08 0.24( 1187) 0.06( 4856) 0.00(*****) 0.24( 1187) 0.30( 955) 9 -0.01 0.00 -0.01 -0.02( 4170) 0.00(23762) 0.00(*****) -0.02( 4170) -0.03( 3547) CG40 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 2017 Date: 03 - 26 - 2020 Time: 23:18 File: Level 2 - Grid 4.5 - Distributed 1 - PROJECT TITLE: "4th Dimension"1.1 Design Strip: Level 1 - Grid 4.5 - Distributed 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]24.00 24.00 24.00 19.00 8.00 8.00 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 3#5X7'6"2 5#5X15'0"3 4#5X15'6"4 3#5X15'0"5 3#5X10'0"6 3#5X5'6"7 3#5X3'0" 8 3#5X6'0"9 4#5X12'0"10 3#5X12'0"11 3#5X11'6"12 3#5X9'0"13 3#5X5'6"14 3#5X3'0" 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 7.75 444 2.00 2.00 7.75 444 1.25 1.25 7.75 444 2.00 2.00 4.50 444 4.50 4.50 4.50 444 4.50 4.50 4.50 444 22.20 205.56 22.20 205.56 22.20 205.56 22.20 205.56 22.20 205.56 22.20 205.56 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 15 6#5X12'6" 16 6#5X10'0" 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 1.9 3.8 1.62 2.74 3.41 2.20 1.94 1.94 1.74 1.74 1.621.62 1.621.62 1.62 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 0.96- 163.09 7.07 OK 0.95- 158.01- 12.81 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 = 1605.0 ft3 Area covered = 2140.0 ft2 MILD STEEL Total weight of rebar = 591.1 lb Average rebar usage = 0.276 lb/ft2, 0.368 lb/ft3 PRESTRESSING STEEL Total weight of tendon = 932.9 lb Average tendon usage = 0.436 lb/ft2, 0.581 lb/ft3 11 - DESIGNER'S NOTES CG41 9" slab b = 240" F = 22.2 k/ft 5B18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 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 Span 5 Span 6 Deflection Diagrams File: Level 2 - Grid 4.5 - 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------ 1 0.12 0.05 0.09 0.27( 1069) 0.10( 2773) 0.00(*****) 0.36( 794) 0.44( 661) 2 0.04 -0.05 -0.03 -0.09( 3036) 0.03( 8488) 0.00(*****) -0.07( 4046) -0.06( 4858) 3 0.07 -0.04 -0.02 -0.05( 6153) 0.06( 4856) 0.00(*****) 0.01(20984) 0.05( 5947) 4 0.02 -0.02 -0.01 -0.03( 6786) 0.02(12942) 0.00(*****) -0.02(10569) -0.01(15573) 5 0.00 0.00 0.00 0.00(32654) 0.00(46277) 0.00(*****) 0.00(82954) 0.00(89919) 6 0.00 0.00 0.00 0.01(17274) 0.00(47738) 0.00(*****) 0.01(13038) 0.01(10949) 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 0.12 0.05 0.09 0.27( 1069) 0.10( 2773) 0.00(*****) 0.27( 1069) 0.37( 772) 2 0.04 -0.05 -0.03 -0.09( 3036) 0.03( 8488) 0.00(*****) -0.09( 3036) -0.07( 4159) 3 0.07 -0.04 -0.02 -0.05( 6153) 0.06( 4856) 0.00(*****) -0.05( 6153) 0.02(17115) 4 0.02 -0.02 -0.01 -0.03( 6786) 0.02(12942) 0.00(*****) -0.03( 6786) -0.02(11166) 5 0.00 0.00 0.00 0.00(32654) 0.00(46277) 0.00(*****) 0.00(32654) 0.00(*****) 6 0.00 0.00 0.00 0.01(17274) 0.00(47738) 0.00(*****) 0.01(17274) 0.01(12692) CG42 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG43RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 x y 12 x 18 in Code: ACI 318-14 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 03/11/20 Time: 14:59:13 STRUCTUREPOINT - spColumn v6.50 (TM). 15 day trial license. Locking Code: 4-27B76. User: Coffman Engineers, Inc., Coffman Engineers, Inc. File: untitled.col Project: 4th Dimension Column: B1 Engineer: SAW f'c = 5 ksi fy = 60 ksi Ag = 216 in^2 4 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 1.24 in^2 rho = 0.57% fc = 4.25 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 5832 in^4 e_u = 0.003 in/in Yo = 0.00 in Iy = 2592 in^4 Beta1 = 0.8 Min clear spacing = 1.37 in Clear cover = 2.69 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) Mx (k-ft) 1000 -100 250-250 fs=0.5fy fs=0 fs=0.5fy fs=0 (Pmax)(Pmax) (Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0 1 CG44 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG45RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 x y 8 x 42 in Code: ACI 318-14 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 03/18/20 Time: 16:27:28 STRUCTUREPOINT - spColumn v6.50 (TM). Licensed to: Coffman Engineers - California. License ID: 68784-1062263-4-2E00B-27B76 File: \\coffman.com\projects\sea\18jobs\180948 4th dimension mixed use\5.0 project development\5.14 structural\5.1...\b-2.col Project: Column: Engineer: f'c = 5 ksi fy = 60 ksi Ag = 336 in^2 8 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 2.48 in^2 rho = 0.74% fc = 4.25 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 49392 in^4 e_u = 0.003 in/in Yo = 0.00 in Iy = 1792 in^4 Beta1 = 0.8 Min clear spacing = 3.00 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) Mx (k-ft) 1600 -200 800-800 fs=0.5fy fs=0 fs=0.5fy fs=0 (Pmax)(Pmax) (Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0 1 CG46 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG47RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 x y 12 x 18 in Code: ACI 318-14 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 03/13/20 Time: 17:07:31 STRUCTUREPOINT - spColumn v6.50 (TM). 15 day trial license. Locking Code: 4-27B76. User: Coffman Engineers, Inc., Coffman Engineers, Inc. File: P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 D...\DVB.col Project: Column: Engineer: f'c = 5 ksi fy = 60 ksi Ag = 216 in^2 12 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 3.72 in^2 rho = 1.72% fc = 4.25 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 5832 in^4 e_u = 0.003 in/in Yo = -0.00 in Iy = 2592 in^4 Beta1 = 0.8 Min clear spacing = 1.25 in Clear cover = N/A Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) Mx (k-ft) 1200 -400 300-300 fs=0.5fy fs=0 fs=0.5fy fs=0 (Pmax)(Pmax) (Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0 1 CG48 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG49RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 2017 Date: 03 - 13 - 2020 Time: 16:32 File: Detention Vault Lid 1 - PROJECT TITLE: "4th Dimension" 1.1 Design Strip: Detention Vault Lid 1.2 Load Case: Envelope 2 - MEMBER ELEVATION [ft]20.00 SPAN 1 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected 3.3 Num. of layers 1 8#5X6'6"2 8#5X6'6" 3 7#5X4'6"4 7#5X4'6" 1 1 1 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected 5.3 Num. of layers 5 15#5X20'0" 1 1 1 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in2] required provided 6.2 Bottom Bars max max 0.0 2.4 4.8 2.4 4.8 4.54 4.54 4.54 4.54 4.54 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 7.1 Stress Ratio Shear Force [kips] Bending Moment [kips*ft] 7.2 Status 9 - DESIGN PARAMETERS 9.1 Code: American ACI318 (2014)/IBC (2015) f'c = 5000 psi fy = 60 ksi (longitudinal) fy = 51 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE Total volume of concrete = 350.0 ft3 Area covered = 350.0 ft2 MILD STEEL Total weight of rebar = 476.6 lb Average rebar usage = 1.362 lb/ft2, 1.362 lb/ft3 11 - DESIGNER'S NOTES CG50 12" slab b = 210" 5B12 5T125T12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 12 - DEFLECTIONS 0.20 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0 Span 1 Deflection Diagrams File: Detention Vault Lid 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 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+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.05 0.06 0.18( 1329) 0.01(19986) 0.00(*****) 0.19( 1254) 0.20( 1201) 14.3 - Maximum Span Deflections - Service Combination 3 <.......DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE.......> SPAN DL DL+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1-----2------3--------4-------------5-------------6-------------7-------------8------ 1 0.05 0.06 0.18( 1329) 0.01(19986) 0.00(*****) 0.18( 1329) 0.19( 1246) CG51 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 License #*1E2H5UUXQSJBPPD SAFE Analysis & Design Report Prepared by Coffman Engineers, Inc. Model Name: 4th Dimension Detention Vault.fdb 16 March 2020 CG52 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 1SOIL2.0 1 2 4 3 5 6 4th Dimension Detention Vault 3/16/2020 11:41 AM SAFE 2016 16.0.2 3-D View kip - ft CG53 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG54 Water Pressure, Hz (psf)Water Pressure on Mat RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG55 Dead Load from 12" Lid to Walls RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CG56 Live Load from 12" Lid to Walls RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 E+3 -0.85 -0.92 -1.00 -1.07 -1.14 -1.22 -1.29 -1.36 -1.43 -1.51 -1.58 -1.65 -1.73 -1.80 4th Dimension Detention Vault 3/16/2020 10:53 AM SAFE 2016 16.0.2 Soil Pressure Diagram - (LRFD ENVE w/ Hz) Max [lb/ft2] kip - ft CG57 Soil Pressure (psf) RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 E-3 260 240 220 200 180 160 140 120 100 80 60 40 20 0 4th Dimension Detention Vault 3/16/2020 11:13 AM SAFE 2016 16.0.2Slab Finite Element Design - Top Rebar Intensity (Enveloping) [in2/ft] - Direction 1 kip - ft CG58 Reinf. (in^2/ft) RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 E-3 260 240 220 200 180 160 140 120 100 80 60 40 20 0 4th Dimension Detention Vault 3/16/2020 11:14 AM SAFE 2016 16.0.2Slab Finite Element Design - Bottom Rebar Intensity (Enveloping) [in2/ft] - Direction 1 kip - ft CG59 Reinf. (in^2/ft) RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 E-3 260 240 220 200 180 160 140 120 100 80 60 40 20 0 4th Dimension Detention Vault 3/16/2020 11:15 AM SAFE 2016 16.0.2Slab Finite Element Design - Top Rebar Intensity (Enveloping) [in2/ft] - Direction 2 kip - ft CG60 Reinf. (in^2/ft) RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 E-3 260 240 220 200 180 160 140 120 100 80 60 40 20 0 4th Dimension Detention Vault 3/16/2020 11:15 AM SAFE 2016 16.0.2Slab Finite Element Design - Bottom Rebar Intensity (Enveloping) [in2/ft] - Direction 2 kip - ft CG61 Reinf. (in^2/ft) RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Column Load Takeoff4th DimensionNR = Non ReducibleP = ParkingS = SnowColumn A2LevelStory 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)LFRoof 00 0 0 0.0 0 4 NR 0.0 720.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.04 11 12.0 20.0 40 0 0 0 0.0 0 4 240.0 720.0 21.2 21.8 30.8 30.8 16.0 21.2 0 0 0.0 0.0 0.0 0.0 5.1 0.03 100 0 0 0.0 0 4 0.0 720.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.02 10 12.0 20.0 260 168 0 0 8 0.0 0 4 NR 240.0 720.0 89.0 91.4 46.0 91.4 134.4 168.0 0 0 0.0 0.0 24.0 86.4 40.3 86.4 40.31 17 12.0 20.0 20 100 18 18 8 0.0 0 4 NR 240.0 720.0 53.0 54.4 49.2 54.4 40.0 100.0 0 0 0.0 5.7 24.0 34.5 24.0 120.9 64.3Fndn 0 0.0 0.0 0 0 0 0 4 0.0 0 4 P 0.0 720.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 120.9 64.3 1.34Pu,col =256.2 k (above SOG)Preq'd,footing =190.3 k Footing = F-11Column A3LevelStory 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)LFRoof 00 0 0 0.0 0 4 NR 0.0 873.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.04 11 12.0 18.0 40 0 0 0 0.0 0 4 216.0 873.0 20.2 16.9 30.8 30.8 16.0 20.2 0 0 0.0 0.0 0.0 0.0 4.4 0.03 100 0 0 0.0 0 4 0.0 873.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.02 10 12.0 18.0 260 166 0 0 8 0.0 0 4 NR 216.0 873.0 83.6 70.0 44.5 70.0 132.8 166.0 0 0 0.0 0.0 21.6 77.8 35.9 77.8 35.91 17 12.0 18.0 20 100 18 18 8 0.0 0 4 NR 216.0 873.0 50.4 42.2 49.2 49.2 40.0 100.0 0 0 0.0 5.7 21.6 31.7 21.6 109.4 57.5Fndn 10 15.0 15.0 0 40 18 18 4 0.0 0 4 P 225.0 873.0 20.2 16.9 19.2 19.2 32.0 32.0 0 0 0.0 3.4 11.3 14.6 7.2 124.0 64.7 1.34Pu,col =230.2 k (above SOG)Preq'd,footing =193.1 k Footing = F-11Column A4LevelStory 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)LFRoof 00 0 0 0.0 0 4 NR 0.0 567.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.04 11 12.0 9.5 40 0 0 0 0.0 0 4 114.0 567.0 22.6 26.7 30.8 30.8 16.0 22.6 0 0 0.0 0.0 0.0 0.0 2.6 0.03 100 0 0 0.0 0 4 0.0 567.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.02 10 12.0 9.5 260 170 0 0 9 0.0 0 4 NR 114.0 567.0 96.0 113.3 44.7 113.3 136.0 170.0 0 0 0.0 0.0 12.8 42.5 19.4 42.5 19.41 17 12.0 9.5 20 100 18 18 8 0.0 0 4 NR 114.0 567.0 56.5 66.6 49.2 66.6 40.0 100.0 0 0 0.0 5.7 11.4 19.4 11.4 61.9 30.8Fndn 10 15.0 15.0 0 40 18 18 4 0.0 0 4 P 225.0 567.0 22.6 26.7 19.2 26.7 32.0 32.0 0 0 0.0 3.4 11.3 14.6 7.2 76.5 38.0 1.33Pu,col =127.6 k (above SOG)Preq'd,footing =117.1 k Footing = F-9Column 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)LFRoof 0 24.0 7.3 43 25 0 0 0 0.0 0 4 NR 174.0 1066.0 12.0 6.7 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 7.5 4.4 7.5 4.44 11 24.0 7.3 68 40 0 0 0 0.0 0 4 174.0 1066.0 19.2 10.7 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 11.8 2.8 19.3 7.13 10 24.0 7.3 68 40 0 0 0 0.0 0 4 174.0 1066.0 19.2 10.7 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 11.8 2.8 31.1 9.92 10 24.0 7.3 23 40 0 0 9 0.0 0 4 NR 174.0 1066.0 19.2 10.7 -0.5 16.0 16.0 40.0 0 0 0.0 0.0 19.6 23.6 7.0 54.7 16.91 17 24.0 7.3 20 100 18 18 8 0.0 0 4 NR 174.0 1066.0 48.0 26.7 49.2 49.2 40.0 100.0 0 0 0.0 5.7 17.4 26.6 17.4 81.3 34.3Fndn 10 14.0 14.0 0 40 18 18 4 0.0 0 4 P 196.0 1066.0 19.2 10.7 19.2 19.2 32.0 32.0 0 0 0.0 3.4 9.8 13.2 6.3 94.5 40.6 1.32Pu,col =152.5 k (above SOG)Preq'd,footing =135.1 k Footing = F-10Column B2CG62RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 LevelStory 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)LFRoof 0 24.0 20.0 43 25 0 0 0 0.0 0 4 NR 480.0 2596.0 9.9 -23.9 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 20.6 12.0 20.6 12.04 11 24.0 20.0 68 40 0 0 0 0.0 0 4 480.0 2596.0 15.9 -38.3 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 32.6 7.7 53.3 19.73 10 24.0 20.0 68 40 0 0 0 0.0 0 4 480.0 2596.0 15.9 -38.3 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 32.6 7.7 85.9 27.42 10 24.0 20.0 23 40 0 0 9 0.0 0 4 480.0 2596.0 15.9 -38.3 -0.5 16.0 16.0 16.0 0 0 0.0 0.0 54.0 65.0 7.7 151.0 35.01 17 24.0 20.0 20 100 18 18 8 0.0 0 4 NR 480.0 2596.0 39.7 -95.7 49.2 49.2 40.0 100.0 0 0 0.0 5.7 48.0 63.3 48.0 214.3 83.0Fndn 10 14.0 14.0 0 40 18 18 4 0.0 0 4 P 196.0 2596.0 15.9 -38.3 19.2 19.2 32.0 32.0 0 0 0.0 3.4 9.8 13.2 6.3 227.5 89.3 1.31Pu,col =390.0 k (above SOG)Preq'd,footing =316.8 k Footing = F-15Column 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)LFRoof 0 24.0 18.0 43 25 0 0 0 0.0 0 4 NR 432.0 2356.0 10.1 -19.1 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 18.6 10.8 18.64 11 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2356.0 16.2 -30.6 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 48.03 10 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2356.0 16.2 -30.6 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 77.32 10 24.0 18.0 29.4 40.5 0 0 9 0.0 0 4 NR 432.0 2356.0 16.4 -31.0 -1.6 16.2 16.2 40.5 0 0 0.0 0.0 48.6 61.3 17.5 138.6 17.51 17 24.0 18.0 20 100 18 18 8 0.0 0 4 NR 432.0 2356.0 40.5 -76.5 49.2 49.2 40.0 100.0 0 0 0.0 5.7 43.2 57.6 43.2 196.2 60.7Fndn 10 14.0 14.0 0 40 18 18 4 0.0 0 4 P 196.0 2356.0 16.2 -30.6 19.2 19.2 32.0 32.0 0 0 0.0 3.4 9.8 13.2 6.3 209.4 67.0 1.30Pu,col =372.0 k (above SOG)Preq'd,footing =301.0 k Footing = F-14Column 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)LFRoof 0 24.0 1.5 31 25 0 0 0 0.0 0 4 NR 36.0 925.0 12.4 9.5 12.1 12.1 10.0 25.0 0 0 0.0 0.0 0.0 1.1 0.9 1.14 11 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 2.73 10 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 4.32 10 24.0 14.5 45 100 0 0 9 0.0 0 4 NR 348.0 925.0 49.7 38.0 40.5 40.5 40.0 100.0 0 0 0.0 0.0 39.2 54.8 34.8 59.1 34.81 17 24.0 14.5 20 100 18 18 8 0.0 0 4 NR 348.0 925.0 49.7 38.0 49.2 49.2 40.0 100.0 0 0 0.0 5.7 34.8 47.5 34.8 106.6 69.6Fndn 10 11.0 11.0 0 40 18 18 4 0.0 0 4 P 121.0 925.0 19.9 15.2 19.2 19.2 32.0 32.0 0 0 0.0 3.4 6.1 9.4 3.9 116.0 73.5 1.36Pu,col =243.0 k (above SOG)Preq'd,footing =191.8 k Footing = F-11Column 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)LFRoof 0 24.0 1.5 31 25 0 0 0 0.0 0 4 NR 36.0 925.0 12.4 9.5 12.1 12.1 10.0 25.0 0 0 0.0 0.0 0.0 1.1 0.9 1.14 11 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 2.73 10 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 4.32 10 24.0 14.5 45 100 0 0 9 0.0 0 4 NR 348.0 925.0 49.7 38.0 40.5 40.5 40.0 100.0 0 0 0.0 0.0 39.2 54.8 34.8 59.1 34.81 17 24.0 14.5 20 100 18 18 8 0.0 0 4 NR 348.0 925.0 49.7 38.0 49.2 49.2 40.0 100.0 0 0 0.0 5.7 34.8 47.5 34.8 106.6 69.6Fndn 10 11.0 11.0 0 40 18 18 4 0.0 0 4 P 121.0 925.0 19.9 15.2 19.2 19.2 32.0 32.0 0 0 0.0 3.4 6.1 9.4 3.9 116.0 73.5 1.36Pu,col =243.0 k (above SOG)Preq'd,footing =191.8 k Footing = 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)LFRoof 0 24.0 18.0 43 25 0 0 0 0.0 0 4 NR 432.0 2385.0 10.1 -19.7 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 18.6 10.8 18.6 10.84 11 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2385.0 16.1 -31.5 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 48.0 17.73 10 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2385.0 16.1 -31.5 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 77.3 24.6CG63RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 2 10 24.0 18.0 29.4 40.5 0 0 9 0.0 0 4 NR 432.0 2385.0 16.3 -31.9 -1.6 16.2 16.2 40.5 0 0 0.0 0.0 48.6 61.3 17.5 138.6 42.11 17 24.0 18.0 20 100 18 18 8 0.0 0 4 NR 432.0 2385.0 40.4 -78.8 49.2 49.2 40.0 100.0 0 0 0.0 5.7 43.2 57.6 43.2 196.2 85.3Fndn 10 15.0 15.0 0 40 18 18 4 0.0 0 4 P 225.0 2385.0 16.1 -31.5 19.2 19.2 32.0 32.0 0 0 0.0 3.4 11.3 14.6 7.2 210.8 92.5 1.32Pu,col =372.0 k (above SOG)Preq'd,footing =303.4 k Footing = F-14Column D3 w/ wood 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)LFRoof 0 24.0 18.0 31 25 0 0 0 0.0 0 4 NR 432.0 2329.0 10.1 -18.6 12.1 12.1 10.0 25.0 0 0 0.0 0.0 0.0 13.4 10.8 13.4 10.84 11 24.0 18.0 44 40 0 0 0 0.0 0 4 432.0 2329.0 16.2 -29.7 20.6 20.6 16.0 16.2 0 0 0.0 0.0 0.0 19.0 7.0 32.4 17.83 10 24.0 18.0 44 40 0 0 0 0.0 0 4 432.0 2329.0 16.2 -29.7 20.6 20.6 16.0 16.2 0 0 0.0 0.0 0.0 19.0 7.0 51.4 24.82 10 24.0 18.0 20.9 40.5 0 0 9 0.0 0 4 NR 432.0 2329.0 16.4 -30.1 0.3 16.2 16.2 40.5 0 0 0.0 0.0 48.6 57.6 17.5 109.0 42.31 17 24.0 18.0 20 100 18 18 8 0.0 0 4 NR 432.0 2329.0 40.5 -74.3 49.2 49.2 40.0 100.0 0 0 0.0 5.7 43.2 57.6 43.2 166.6 85.5Fndn 10 13.0 13.0 0 40 18 18 4 0.0 0 4 P 169.0 2329.0 16.2 -29.7 19.2 19.2 32.0 32.0 0 0 0.0 3.4 8.5 11.8 5.4 178.4 90.9 1.34Pu,col =336.8 k (above SOG)Preq'd,footing =269.4 k Footing = F-14Column 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)LFRoof 0 24.0 1.5 31 25 0 0 0 0.0 0 4 NR 36.0 925.0 12.4 9.5 12.1 12.1 10.0 25.0 0 0 0.0 0.0 0.0 1.1 0.9 1.14 11 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 2.73 10 24.0 1.5 44 40 0 0 0 0.0 0 4 36.0 925.0 19.9 15.2 20.6 20.6 16.0 19.9 0 0 0.0 0.0 0.0 1.6 0.7 4.32 10 24.0 14.5 45 100 0 0 9 0.0 0 4 NR 348.0 925.0 49.7 38.0 40.5 40.5 40.0 100.0 0 0 0.0 0.0 39.2 54.8 34.8 59.1 34.81 17 24.0 14.5 20 100 18 18 8 0.0 0 4 NR 348.0 925.0 49.7 38.0 49.2 49.2 40.0 100.0 0 0 0.0 5.7 34.8 47.5 34.8 106.6 69.6Fndn 10 11.0 11.0 0 40 18 18 4 0.0 0 4 P 121.0 925.0 19.9 15.2 19.2 19.2 32.0 32.0 0 0 0.0 3.4 6.1 9.4 3.9 116.0 73.5 1.36Pu,col =243.0 k (above SOG)Preq'd,footing =191.8 k Footing = 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)LFRoof 0 24.0 16.8 43 25 0 0 0 0.0 0 4 NR 402.0 2211.6 10.2 -16.2 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 17.3 10.1 17.34 11 24.0 16.8 68 40 0 0 0 0.0 0 4 402.0 2211.6 16.4 -26.0 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 27.3 6.4 44.63 10 24.0 16.8 68 40 0 0 0 0.0 0 4 402.0 2211.6 16.4 -26.0 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 27.3 6.4 72.02 10 24.0 16.8 28.3 40.5 0 0 9 0.0 0 4 NR 402.0 2211.6 16.6 -26.3 -1.4 16.2 16.2 40.5 0 0 0.0 0.0 45.2 56.6 16.3 128.5 16.31 17 24.0 16.8 20 100 18 18 8 0.0 0 4 NR 402.0 2211.6 40.9 -64.9 49.2 49.2 40.0 100.0 0 0 0.0 5.7 40.2 54.0 40.2 182.5 56.5Fndn 10 12.0 16.8 5 40 18 18 4 0.0 0 4 P 201.6 2211.6 16.4 -26.0 18.1 18.1 32.0 32.0 0 0 0.0 3.4 10.1 14.5 6.5 197.0 62.9 1.30Pu,col =346.1 k (above SOG)Preq'd,footing =282.8 k Footing = F-14Column 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)LFRoof 0 24.0 18.0 43 25 0 0 0 0.0 0 4 NR 432.0 2592.0 9.9 -23.8 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 18.6 10.8 18.64 11 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2592.0 15.9 -38.1 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 48.03 10 24.0 18.0 68 40 0 0 0 0.0 0 4 432.0 2592.0 15.9 -38.1 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 29.4 6.9 77.32 10 24.0 18.0 29.4 40.5 0 0 9 0.0 0 4 NR 432.0 2592.0 16.1 -38.6 -1.6 16.2 16.2 40.5 0 0 0.0 0.0 48.6 61.3 17.5 138.6 17.51 17 24.0 18.0 20 100 18 18 8 0.0 0 4 NR 432.0 2592.0 39.7 -95.4 49.2 49.2 40.0 100.0 0 0 0.0 5.7 43.2 57.6 43.2 196.2 60.7Fndn 19 24.0 18.0 5 40 18 18 4 0.0 0 4 P 432.0 2592.0 15.9 -38.1 18.1 18.1 32.0 32.0 0 0 0.0 6.4 21.6 30.2 13.8 226.4 74.5 1.30Pu,col =372.0 k (above SOG)Preq'd,footing =325.5 k Footing = F-15CG64RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Column 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)LFRoof 0 19.5 1.5 31 25 0 0 0 0.0 0 4 NR 29.3 512.9 14.5 17.7 12.1 17.7 10.0 25.0 0 0 0.0 0.0 0.0 0.9 0.7 0.94 11 19.5 1.5 44 40 0 0 0 0.0 0 4 29.3 512.9 23.2 28.4 20.6 28.4 16.0 23.2 0 0 0.0 0.0 0.0 1.3 0.7 2.23 10 19.5 1.5 44 40 0 0 0 0.0 0 4 29.3 512.9 23.2 28.4 20.6 28.4 16.0 23.2 0 0 0.0 0.0 0.0 1.3 0.7 3.52 10 19.5 7.3 45 100 0 0 9 0.0 0 4 NR 141.4 512.9 58.1 71.0 40.5 71.0 40.0 100.0 0 0 0.0 0.0 15.9 22.3 14.1 25.7 14.11 17 19.5 7.3 20 100 18 18 8 0.0 0 4 NR 141.4 512.9 58.1 71.0 49.2 71.0 40.0 100.0 0 0 0.0 5.7 14.1 22.7 14.1 48.4 28.3Fndn 19 19.5 7.3 5 40 18 18 4 0.0 0 4 P 142.4 512.9 23.2 28.4 18.1 28.4 32.0 32.0 0 0 0.0 6.4 7.1 14.2 4.6 62.7 32.8 1.34Pu,col =106.7 k (above SOG)Preq'd,footing =97.6 k Footing = F-8Column 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)LFRoof 0 19.5 1.5 31 25 0 0 0 0.0 0 4 NR 29.3 438.8 15.2 19.2 12.1 19.2 10.0 25.0 0 0 0.0 0.0 0.0 0.9 0.7 0.94 11 19.5 1.5 44 40 0 0 0 0.0 0 4 29.3 438.8 24.3 30.8 20.6 30.8 16.0 24.3 0 0 0.0 0.0 0.0 1.3 0.7 2.23 10 19.5 1.5 44 40 0 0 0 0.0 0 4 29.3 438.8 24.3 30.8 20.6 30.8 16.0 24.3 0 0 0.0 0.0 0.0 1.3 0.7 3.52 10 19.5 6.0 45 100 0 0 9 0.0 0 4 NR 117.0 438.8 60.8 76.9 40.5 76.9 40.0 100.0 0 0 0.0 0.0 13.2 18.4 11.7 21.9 11.71 17 19.5 6.0 20 100 18 18 8 0.0 0 4 NR 117.0 438.8 60.8 76.9 49.2 76.9 40.0 100.0 0 0 0.0 5.7 11.7 19.8 11.7 41.7 23.4Fndn 19 19.5 6.0 5 40 18 18 4 0.0 0 4 P 117.0 438.8 24.3 30.8 18.1 30.8 32.0 32.0 0 0 0.0 6.4 5.9 12.8 3.7 54.5 27.1 1.33Pu,col =90.9 k (above SOG)Preq'd,footing =83.8 k Footing = F-8Column 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)LFRoof 0 16.3 15.6 43 25 0 0 0 0.0 0 4 NR 255.2 1528.9 11.0 -2.6 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 11.0 6.4 11.04 11 16.3 15.6 68 40 0 0 0 0.0 0 4 254.7 1528.9 17.7 -4.1 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 17.3 4.1 28.33 10 16.3 15.6 68 40 0 0 0 0.0 0 4 254.7 1528.9 17.7 -4.1 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 17.3 4.1 45.62 10 16.3 15.6 29.4 40.5 0 0 9 0.0 0 4 NR 254.7 1528.9 17.9 -4.2 -1.6 16.2 16.2 40.5 0 0 0.0 0.0 28.7 36.2 10.3 81.8 10.31 17 16.3 15.6 20 100 18 18 8 0.0 0 4 NR 254.7 1528.9 44.2 -10.3 49.2 49.2 40.0 100.0 0 0 0.0 5.7 25.5 36.3 25.5 118.1 35.8Fndn 19 16.3 15.6 5 40 18 18 4 0.0 0 4 P 254.7 1528.9 17.7 -4.1 18.1 18.1 32.0 32.0 0 0 0.0 6.4 12.7 20.4 8.2 138.5 43.9 1.30Pu,col =222.2 k (above SOG)Preq'd,footing =197.0 k Footing = F-11Column 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)LFRoof 0 16.3 1.5 31 25 0 0 0 0.0 0 4 NR 24.5 367.2 16.0 20.7 12.1 20.7 10.0 25.0 0 0 0.0 0.0 0.0 0.8 0.6 0.84 11 16.3 1.5 44 40 0 0 0 0.0 0 4 24.5 367.2 25.7 33.0 20.6 33.0 16.0 25.7 0 0 0.0 0.0 0.0 1.1 0.6 1.83 10 16.3 1.5 44 40 0 0 0 0.0 0 4 24.5 367.2 25.7 33.0 20.6 33.0 16.0 25.7 0 0 0.0 0.0 0.0 1.1 0.6 2.92 10 16.3 6.0 45 100 0 0 9 0.0 0 4 NR 98.0 367.2 64.1 82.6 40.5 82.6 40.0 100.0 0 0 0.0 0.0 11.0 15.4 9.8 18.3 9.81 17 16.3 6.0 20 100 18 18 8 0.0 0 4 NR 98.0 367.2 64.1 82.6 49.2 82.6 40.0 100.0 0 0 0.0 5.7 9.8 17.5 9.8 35.8 19.6Fndn 19 16.3 6.0 5 40 18 18 4 0.0 0 4 P 97.8 367.2 25.7 33.0 18.1 33.0 32.0 32.0 0 0 0.0 6.4 4.9 11.8 3.1 47.6 22.7 1.33Pu,col =77.4 k (above SOG)Preq'd,footing =72.2 k Footing = F-7Column 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)LFRoof 0 4.3 18.0 43 25 0 0 0 0.0 0 4 NR 77.9 467.1 14.9 18.7 9.3 18.7 10.0 25.0 0 0 0.0 0.0 0.0 3.4 1.9 3.44 11 4.3 18.0 68 40 0 0 0 0.0 0 4 77.9 467.1 23.9 29.9 15.1 29.9 16.0 23.9 0 0 0.0 0.0 0.0 5.3 1.9 8.7CG65RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 3 10 4.3 18.0 68 40 0 0 0 0.0 0 4 77.9 467.1 23.9 29.9 15.1 29.9 16.0 23.9 0 0 0.0 0.0 0.0 5.3 1.9 14.02 10 4.3 18.0 29.4 40.5 0 0 9 0.0 0 4 NR 77.9 467.1 24.2 30.2 -1.6 30.2 16.2 40.5 0 0 0.0 0.0 8.8 11.1 3.2 25.0 3.21 17 4.3 18.0 20 100 18 18 8 0.0 0 4 NR 77.9 467.1 59.7 74.6 49.2 74.6 40.0 100.0 0 0 0.0 5.7 7.8 15.1 7.8 40.1 11.0Fndn 19 4.3 18.0 5 40 18 18 4 0.0 0 4 P 77.4 467.1 23.9 29.9 18.1 29.9 32.0 32.0 0 0 0.0 6.4 3.9 10.7 2.5 50.8 13.4 1.28Pu,col =74.7 k (above SOG)Preq'd,footing =69.9 k Footing = F-7Column 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)LFRoof 0 4.3 1.5 31 25 0 0 0 0.0 0 4 NR 6.5 97.2 25.3 26.1 12.1 26.1 10.0 25.0 0 0 0.0 0.0 0.0 0.2 0.2 0.24 11 4.3 1.5 44 40 0 0 0 0.0 0 4 6.5 97.2 40.4 41.7 20.6 41.7 16.0 40.4 0 0 0.0 0.0 0.0 0.3 0.3 0.53 10 4.3 1.5 44 40 0 0 0 0.0 0 4 6.5 97.2 40.4 41.7 20.6 41.7 16.0 40.4 0 0 0.0 0.0 0.0 0.3 0.3 0.82 10 4.3 6.0 45 100 0 0 9 0.0 0 4 NR 26.0 97.2 101.1 104.2 40.5 104.2 40.0 100.0 0 0 0.0 0.0 2.9 4.1 2.6 4.9 2.61 17 4.3 6.0 20 100 18 18 8 0.0 0 4 NR 26.0 97.2 101.1 104.2 49.2 104.2 40.0 100.0 0 0 0.0 5.7 2.6 8.9 2.6 13.7 5.2Fndn 19 4.3 6.0 5 40 18 18 4 0.0 0 4 P 25.8 97.2 40.4 41.7 18.1 41.7 40.4 40.4 0 0 0.0 6.4 1.3 7.8 1.0 21.5 6.2 1.29Pu,col =25.9 k (above SOG)Preq'd,footing =28.5 k Footing = F-5Column LevelStory 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)LFRoof 00 0 0 4 NR 0.0 1848.0 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 0.04 11 33.0 14.0 0 0 0 4 462.0 1848.0 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 0.03 100 0 0 4 0.0 1848.0 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 0.02 10 33.0 14.0 260 159 0 0 8 54.0 100 4 NR 462.0 1848.0 67.5 -57.0 39.1 63.6 127.2 159.0 0 0 54.0 0.0 46.2 220.3 73.5 220.3 73.51 17 33.0 14.0 20 100 18 18 8 54.0 100 4 NR 462.0 1848.0 42.4 -35.8 49.2 49.2 40.0 100.0 0 0 91.8 5.7 46.2 153.0 46.2 373.3 119.7Fndn 10 33.0 14.0 0 40 18 18 4 54.0 100 4 P 462.0 1848.0 17.0 -14.3 19.2 19.2 32.0 32.0 0 0 54.0 3.4 23.1 80.5 14.8 453.8 134.4 1.29Pu,col =639.4 k (above SOG)Preq'd,footing =588.2 k Footing = F-17Column LevelStory 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)LFRoof 00 0 0 4 NR 0.0 3159.0 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 0.04 11 32.5 24.3 0 0 0 4 789.8 3159.0 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 0.03 100 0 0 4 0.0 3159.0 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 0.02 10 32.5 24.3 260 157 0 0 8 100.0 100 4 NR 789.8 3159.0 60.2 -220.9 37.6 62.8 125.6 157.0 0 0 100.0 0.0 79.0 384.3 124.0 384.3 124.01 17 32.5 24.3 20 100 18 18 8 100.0 100 4 NR 789.8 3159.0 38.3 -140.7 49.2 49.2 40.0 100.0 0 0 170.0 5.7 79.0 270.5 79.0 654.8 203.0Fndn 10 32.5 24.3 0 40 18 18 4 100.0 100 4 P 789.8 3159.0 15.3 -56.3 19.2 19.2 32.0 32.0 0 0 100.0 3.4 39.5 142.9 25.3 797.7 228.2 1.29Pu,col =1110.5 k (above SOG)Preq'd,footing =1025.9 k Footing = F-17Column LevelStory 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)LFRoof 00 0 0 4 NR 0.0 2408.9 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 0.04 11 21.0 28.7 0 0 0 4 602.7 2408.9 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 0.03 100 0 0 4 0.0 2408.9 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 0.02 10 21.0 28.7 260 157 0 0 8 54.0 100 4 NR 602.1 2408.9 63.2 -126.7 37.6 62.8 125.6 157.0 0 0 54.0 0.0 60.2 270.7 94.5 270.7 94.51 17 21.0 28.7 20 100 18 18 8 54.0 100 4 NR 602.1 2408.9 40.3 -80.7 49.2 49.2 40.0 100.0 0 0 91.8 5.7 60.2 169.8 60.2 440.5 154.7Fndn 10 21.0 28.7 0 40 18 18 4 54.0 100 4 P 602.1 2408.9 16.1 -32.3 19.2 19.2 32.0 32.0 0 0 54.0 3.4 30.1 87.5 19.3 528.0 174.0 1.30Pu,col =776.2 k (above SOG)Preq'd,footing =702.0 k Footing = F-17South CoreMiddle CoreNorth CoreCG66RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 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)LFRoof 0 24.0 7.3 43 25 0 0 0 0.0 0 4 NR 174.0 1045.2 12.0 7.1 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 7.5 4.4 7.5 4.44 11 24.0 7.3 68 40 0 0 0 0.0 0 4 174.0 1045.2 19.3 11.4 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 11.8 2.8 19.3 7.13 10 24.0 7.3 68 40 0 0 0 0.0 0 4 174.0 1045.2 19.3 11.4 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 11.8 2.8 31.1 9.92 10 24.0 7.3 23 40 0 0 9 0.0 0 4 NR 174.0 1045.2 19.3 11.4 -0.5 16.0 16.0 40.0 0 0 0.0 0.0 19.6 23.6 7.0 54.7 16.91 17 24.0 7.3 20 100 18 18 8 0.0 0 4 NR 174.0 1045.2 48.2 28.4 49.2 49.2 40.0 100.0 0 0 0.0 5.7 17.4 26.6 17.4 81.3 34.3Fndn 19 24.0 7.3 5 40 18 18 4 0.0 0 4 P 175.2 1045.2 19.3 11.4 18.1 18.1 32.0 32.0 0 0 0.0 6.4 8.8 16.0 5.6 97.4 39.9 1.32Pu,col =152.5 k (above SOG)Preq'd,footing =137.3 k Footing = F-10Column 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)LFRoof 0 24.0 20.0 43 25 0 0 0 0.0 0 4 NR 480.0 2880.0 9.7 -29.6 9.3 10.0 10.0 25.0 0 0 0.0 0.0 0.0 20.6 12.0 20.6 12.04 11 24.0 20.0 68 40 0 0 0 0.0 0 4 480.0 2880.0 15.6 -47.4 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 32.6 7.7 53.3 19.73 10 24.0 20.0 68 40 0 0 0 0.0 0 4 480.0 2880.0 15.6 -47.4 15.1 16.0 16.0 16.0 0 0 0.0 0.0 0.0 32.6 7.7 85.9 27.42 10 24.0 20.0 23 40 0 0 9 0.0 0 4 480.0 2880.0 15.6 -47.4 -0.5 16.0 16.0 16.0 0 0 0.0 0.0 54.0 65.0 7.7 151.0 35.01 17 24.0 20.0 20 100 18 18 8 0.0 0 4 NR 480.0 2880.0 39.0 -118.4 49.2 49.2 40.0 100.0 0 0 0.0 5.7 48.0 63.3 48.0 214.3 83.0Fndn 19 24.0 20.0 5 40 18 18 4 0.0 0 4 P 480.0 2880.0 15.6 -47.4 18.1 18.1 32.0 32.0 0 0 0.0 6.4 24.0 32.8 15.4 247.1 98.4 1.31Pu,col =390.0 k (above SOG)Preq'd,footing =345.5 k Footing = F-15CG67RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Inputs updates all footing sizes Add Rebar Table Rebar Size Diameter (in) Area (in2) 3 0.375 0.11 Allow. Soil Pressure, qa (psf) = 2000 4 0.5 0.2 Ultimate Factor for Soil Pressure = 1.34 5 0.625 0.31 fc' (psi) = 5000 6 0.75 0.44 fy (ksi) = 60 7 0.875 0.6 8 1 0.79 9 1.128 1 10 1.27 1.27 11 1.41 1.56 Square Col. Width (in) = 18 14 1.693 2.25 Rect. Col. Width (in) = 18 18 2.257 4 Rect. Col. Length (in) = 18 Round Col. Diameter (in) = 18 Soil Overburden (in) = 12 CG68 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F5 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 fy (ksi) = 60 Trial Bar Size = #5 Trial Area Of Steel (in2) = 0.3 Footing Width (ft) = 5 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2410 d (in) = 14.69 Two-Way Shear (Punching Shear): b0,square (in) = 130.8 b0, rect. (in) = 130.8 b0,round (in) = 102.7 fVc (k) = 407.4 fVc (k) = 407.4 fVc (k) = 320.0 Vu (k) = 42.4 OK Vu (k) = 42.4 OK Vu (k) = 46.2 OK *ld Avail. (in) = 18 *ld Avail. (in) = 18 *ld Avail. (in) = 18 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 93.5 Vu,SQUARE (k) = 6.3 OK Vu,RECT (k) = 6.3 OK Vu,ROUND (k) = 6.3 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 18.5 a (in) = 0.07 As,REQ'D (in2) = 0.28 1.94 <<<Controls n,REQ'D = 7.0 Choose (7) #5 EA WAY, As = 2.17 in2 Maximum Allowable Load (k) = 41.6 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG69 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F7 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 fy (ksi) = 60 Trial Bar Size = #5 Trial Area Of Steel (in2) = 1.8 Footing Width (ft) = 7 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2410 d (in) = 14.69 Two-Way Shear (Punching Shear): b0,square (in) = 130.8 b0, rect. (in) = 130.8 b0,round (in) = 102.7 fVc (k) = 407.4 fVc (k) = 407.4 fVc (k) = 320.0 Vu (k) = 100.2 OK Vu (k) = 100.2 OK Vu (k) = 104.0 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) = 130.9 Vu,SQUARE (k) = 25.7 OK Vu,RECT (k) = 25.7 OK Vu,ROUND (k) = 25.7 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 63.8 a (in) = 0.30 As,REQ'D (in2) = 0.98 2.72 <<<Controls n,REQ'D = 9.0 Choose (9) #5 EA WAY, As = 2.79 in2 Maximum Allowable Load (k) = 81.6 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG70 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F10 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 fy (ksi) = 60 Trial Bar Size = #6 Trial Area Of Steel (in2) = 3.9 Footing Width (ft) = 10 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2410 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) = 404.9 fVc (k) = 404.9 fVc (k) = 318.0 Vu (k) = 223.2 OK Vu (k) = 223.2 OK Vu (k) = 227.0 OK *ld Avail. (in) = 48 *ld Avail. (in) = 48 *ld Avail. (in) = 48 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 186.1 Vu,SQUARE (k) = 73.1 OK Vu,RECT (k) = 73.1 OK Vu,ROUND (k) = 73.1 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 217.7 a (in) = 0.46 As,REQ'D (in2) = 3.36 3.89 <<<Controls n,REQ'D = 9.0 Choose (9) #6 EA WAY, As = 3.96 in2 Maximum Allowable Load (k) = 166.5 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG71 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F11 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2410 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) = 404.9 fVc (k) = 404.9 fVc (k) = 318.0 Vu (k) = 273.8 OK Vu (k) = 273.8 OK Vu (k) = 277.6 OK *ld Avail. (in) = 54 *ld Avail. (in) = 54 *ld Avail. (in) = 54 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 204.8 Vu,SQUARE (k) = 93.6 OK Vu,RECT (k) = 93.6 OK Vu,ROUND (k) = 93.6 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 299.1 a (in) = 0.50 As,REQ'D (in2) = 4.62 <<<Controls 4.28 n,REQ'D = 11.0 Choose (11) #6 EA WAY, As = 4.84 in2 Maximum Allowable Load (k) = 201.5 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG72 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F14 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 7.3 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2320 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) = 672.8 fVc (k) = 672.8 fVc (k) = 528.4 Vu (k) = 430.8 OK Vu (k) = 430.8 OK Vu (k) = 435.9 OK *ld Avail. (in) = 72 *ld Avail. (in) = 72 *ld Avail. (in) = 72 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 366.4 Vu,SQUARE (k) = 147.3 OK Vu,RECT (k) = 147.3 OK Vu,ROUND (k) = 147.3 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 634.4 a (in) = 0.61 As,REQ'D (in2) = 6.96 7.26 <<<Controls n,REQ'D = 13.0 Choose (13) #7 EA WAY, As = 7.8 in2 Maximum Allowable Load (k) = 311.6 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG73 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 F15 Allow. Soil Pressure, qa (psf) = 2000 Ultimate Factor for Soil Pressure = 1.34 fc' (psi) = 5000 fy (ksi) = 60 Trial Bar Size = #7 Trial Area Of Steel (in2) = 8.4 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) = 12 Net Fact'd Soil Pressure, qs (psf) = 2320 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) = 672.8 fVc (k) = 672.8 fVc (k) = 528.4 Vu (k) = 498.0 OK Vu (k) = 498.0 OK Vu (k) = 503.2 OK *ld Avail. (in) = 78 *ld Avail. (in) = 78 *ld Avail. (in) = 78 *ld Req'd (in) = 48 One-Way Shear (Beam Shear): fVc (k) = 392.6 Vu,SQUARE (k) = 175.3 OK Vu,RECT (k) = 175.3 OK Vu,ROUND (k) = 175.3 OK Required Area of Steel, A s,REQ'D : Column Dimension = 18 Mu (k-ft) = 792.8 a (in) = 0.66 As,REQ'D (in2) = 8.71 <<<Controls 7.78 n,REQ'D = 15.0 Choose (15) #7 EA WAY, As = 9 in2 Maximum Allowable Load (k) = 357.8 Square Spread Footing Design Footing Mark = Square Column Rect. Column Round Column MIN As,REQ'D (in2) = CG74 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Braced Frame Footing Stability Analysis COFFMAN ENGINEERS Project: 4th Dimension Footing ID or Location: B3/B4 Combined Footing Date: GEOMETRY: Distance to Left Edge L1 =7 ft Distance to Right Edge L2 =7 ft Column Spacing S = 10.5 ft Footing Width B = 13 ft Footing Thickness T = 1.5 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 209.4 116 0 Live 67 73.5 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 1.02 2.04 ksf 0.52 ksf Sliding YES 0.00 ALTERNATE LOAD COMBINATIONS ⇒ Bearing YES 1.02 2.04 ksf 0.58 ksf Sliding YES 0.00 This footing is ACCEPTABLE ↓(+), ↑(–) Select desired unit from drop-down menu (blue cells). Bearing Min Bearing ↓(+), ↑(–) Example 3/20/20 Example Example 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 Lateral\180948 - Braced Frame Footing 3/20/2020 CG75 Combined Footing RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Retaining Wall Design PressuresSoils:At-rest earth pressure = 40 pcfSeismic surcharge = 8H (psf)IFOFAt face of support(1.6H + 1.0E)Case # H (ft)At Rest Soil Coeff (pcf)At Rest Soil Coeff (pcf)Seismic Pressure (psf) Vu @d (k) Mu (+) (k-ft) Mu (-) (k-ft)Ru @ Base (k/ft) Ru @ L1 (k/ft) Prelim Design11040400802.55.1#5 @ 18" oc IF27.64030460.81.52.3#5 @ 18" oc IFNotes:Model support at centerline of slabIF Retaining Wall Shear Check(IF cover = 3/4")t =8int =10int =12int =14inclr cover =0.75inclr cover =0.75inclr cover =1inclr cover =0.75inf'c =5000psif'c =5000psif'c =4500psif'c =5000psiFy =60ksiFy =60ksiFy =60ksiFy =60ksiBar Diam =0.625inBar Diam =0.875inBar Diam =0.875inBar Diam =0.875ind =6.94ind =8.81ind =10.56ind =12.81infVc =8.83k/ftfVc =11.22k/ftfVc =12.75k/ftfVc =16.31k/ftIF Retaining Wall Moment CheckMu =5.1k-ftMu =23.4k-ftMu =33.1k-ftMu =35.6k-ftAs,reqd =0.18in2As,reqd =0.66in3As,reqd =0.77in4As,reqd =0.69in5a =0.21ina =0.77ina =1.01ina =0.81inAs,reqd =0.17in2As,reqd =0.62in3As,reqd =0.73in4As,reqd =0.64in5s,reqd =22.2ins,reqd =11.7ins,reqd =9.9ins,reqd =11.3inCG76RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 4th Dimension Mixed Use Studrail Design SummaryLevel 1Description Layout # of studs/rail so (in) s (in) OAL (in) OAH (in) Stud Diam SR Type Callout Callout Layout # SR Type190 k MAXA123339.0060.5A11A12SR-A301 K MAXA223.753.7586.2570.5B32A22SR-B3E12SR-A85 k MAXE123339.0060.5C24E22SR-B150 k MAXE223.753.7586.2570.5B4Level 2DescriptionLayout# of studs/railso (in)s (in)OAL (in)OAH (in)Stud DiamSR TypeCallout12x24 - 340 kA184.52.37549.3860.5D4SR Type# of studs/railso (in)s (in)OAL (in)OAH (in)Stud Diam12x24 - 340 kB234.52.37561.2560.5D5SR-A123339.0060.5SR-B223.753.7586.2570.521" col - 395 kG214.52.37556.5090.5D6F/2.5D104.754.12546.6390.5E7E/3E154.753.62560.2590.5E8E/3.7F94.754.37544.5090.5E9E/8D134.753.62553.0090.5E7Level 29" slabPMuxMuy#SRLow LoadHigh Load301450172955522162964345162627021152465241141838751101572167Conf E29643163105201521Level 18" slabLow LoadHigh LoadConf E83-1304091501634322CG77RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 8" Slab - 18"x18" Column (190 kip MAX) JORDAHL® EXPERT Punching shear - Design 1. Input information Column type Rectangular internal column cx / cyColumn dimension =18 in /18 in Slab type In-situ concrete slab hSlab thickness =8 in co / cuConcrete cover top/bottom =1 in /1 in dx / dyEffective depth =6.688 in /6.688 in Concrete strength 5000 psi Density Normal concrete fpcPrestress =125 psi VuPunching shear load =190 kip Mux / MuyUnbalanced moment =51 kip-ft /25 kip-ft 2. Output information (ACI 318-14) 2.1 Inner Critical Section (d/2 outside of column face) 2.1.1 Common Properties AcArea =641.6 in² b0Critical section perimeter =95.9 in 2.1.2 Natural Axis Properties ex / eyCentroid coordinate =-0.363 in /-0.082 in Ix / IySection moment of inertia =6.693·104 in⁴/6.413·104 in⁴ IxySection product of inertia =-6.659·102 in⁴ 2.1.3 Principal Axis Properties e1 / e2Centroid coordinate =0.372 in /0 in I1 / I2Section moment of inertia =6.708·104 in⁴/6.398·104 in⁴ θPrincipal axis rotation =12.7 ° γ1 / γ2Moment fraction =0.4000 /0.4000 Mu1 / Mu2Unbalanced moment =55.3 kip-ft /13.1 kip-ft 2.1.4 Stresses vuMaximum shear stresss =368.3 psi x / y =12.344 in /-12.344 in ϕvcShear resistance (concrete only)=212.1 psi ϕvnShear resistance (with studrails)=448.2 psi ϕvn,maxShear resistance (upper limit)=424.3 psi DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 1 from 3JORDAHL® EXPERT Punching shear CG78 Callout 1 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 8" Slab - 18"x18" Column (190 kip MAX) 2.2 Outer Critical Section (d/2 outside of reinforced zone) 2.2.1 Common Properties AcArea =2014.1 in² b0Critical section perimeter =301.2 in 2.2.2 Natural Axis Properties ex / eyCentroid coordinate =-1.996 in /-0.443 in Ix / IySection moment of inertia =2.381·106 in⁴/2.185·106 in⁴ IxySection product of inertia =-4.553·104 in⁴ 2.2.3 Principal Axis Properties e1 / e2Centroid coordinate =2.045 in /0.003 in I1 / I2Section moment of inertia =2.391·106 in⁴/2.175·106 in⁴ θPrincipal axis rotation =12.4 ° γ1 / γ2Moment fraction =0.4010 /0.3990 Mu1 / Mu2Unbalanced moment =55.2 kip-ft /13.4 kip-ft 2.2.4 Stresses vuMaximum shear stresss =101.7 psi x / y =51.344 in /-9.76 in ϕvcShear resistance =106.1 psi 3. Elements Number of studrails per column =12 Number of studs per studrail =12 DStud diameter =0.5 in S / S0Stud spacing =3.25 in /3.25 in OAHOverall height of studrail =6 in OALOverall length of studrail =42.25 in 4. Openings No.Shape Position x [in]Position y [in]Width [in]Height [in] 18 4Circular 4 41 5. Note The design against punching shear failure is based on the rules of ACI 318-14.• This calculation is bases on product specific properties of DECON® Studrails®. Changes, even to similar products, are only possible with new calculations. • All data have to be checked with the given edge boundaries and the feasibility. DECON assumes no liability for the input data of the user. • DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 2 from 3JORDAHL® EXPERT Punching shear CG79 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 8" Slab - 18"x18" Column (190 kip MAX) DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 3 from 3JORDAHL® EXPERT Punching shear CG80 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 9" Slab - 18"x18" Column (301 kip MAX) JORDAHL® EXPERT Punching shear - Design 1. Input information Column type Rectangular internal column cx / cyColumn dimension =18 in /18 in Slab type In-situ concrete slab hSlab thickness =9 in co / cuConcrete cover top/bottom =1 in /1 in dx / dyEffective depth =7.688 in /7.688 in Concrete strength 5500 psi Density Normal concrete fpcPrestress =125 psi VuPunching shear load =301 kip Mux / MuyUnbalanced moment =45 kip-ft /0 kip-ft 2. Output information (ACI 318-14) 2.1 Inner Critical Section (d/2 outside of column face) 2.1.1 Common Properties AcArea =757.9 in² b0Critical section perimeter =98.6 in 2.1.2 Natural Axis Properties ex / eyCentroid coordinate =-0.522 in /-0.522 in Ix / IySection moment of inertia =8.179·104 in⁴/8.179·104 in⁴ IxySection product of inertia =-5.068·103 in⁴ 2.1.3 Principal Axis Properties e1 / e2Centroid coordinate =0.522 in /0.522 in I1 / I2Section moment of inertia =8.686·104 in⁴/7.672·104 in⁴ θPrincipal axis rotation =0.0 ° γ1 / γ2Moment fraction =0.4000 /0.4000 Mu1 / Mu2Unbalanced moment =45 kip-ft /0 kip-ft 2.1.4 Stresses vuMaximum shear stresss =429.8 psi x / y =12.844 in /-12.844 in ϕvcShear resistance (concrete only)=222.5 psi ϕvnShear resistance (with studrails)=437.7 psi ϕvn,maxShear resistance (upper limit)=445 psi DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 1 from 3JORDAHL® EXPERT Punching shear CG81 Callout 2 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 9" Slab - 18"x18" Column (301 kip MAX) 2.2 Outer Critical Section (d/2 outside of reinforced zone) 2.2.1 Common Properties AcArea =2885.2 in² b0Critical section perimeter =375.3 in 2.2.2 Natural Axis Properties ex / eyCentroid coordinate =-0.907 in /-0.907 in Ix / IySection moment of inertia =4.918·106 in⁴/4.918·106 in⁴ IxySection product of inertia =-9.874·104 in⁴ 2.2.3 Principal Axis Properties e1 / e2Centroid coordinate =0.907 in /0.907 in I1 / I2Section moment of inertia =5.017·106 in⁴/4.820·106 in⁴ θPrincipal axis rotation =0.0 ° γ1 / γ2Moment fraction =0.4000 /0.4000 Mu1 / Mu2Unbalanced moment =45 kip-ft /0 kip-ft 2.2.4 Stresses vuMaximum shear stresss =106 psi x / y =63.844 in /-9.967 in ϕvcShear resistance =111.2 psi 3. Elements Number of studrails per column =12 Number of studs per studrail =15 DStud diameter =0.5 in S / S0Stud spacing =3.375 in /3.75 in OAHOverall height of studrail =7 in OALOverall length of studrail =54.75 in 4. Openings No.Shape Position x [in]Position y [in]Width [in]Height [in] 16 16Circular 4 41 5. Note The design against punching shear failure is based on the rules of ACI 318-14.• This calculation is bases on product specific properties of DECON® Studrails®. Changes, even to similar products, are only possible with new calculations. • All data have to be checked with the given edge boundaries and the feasibility. DECON assumes no liability for the input data of the user. • DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 2 from 3JORDAHL® EXPERT Punching shear CG82 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: 9" Slab - 18"x18" Column (301 kip MAX) DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 3 from 3JORDAHL® EXPERT Punching shear CG83 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 8" Slab - 18"x18" Column (85 kip MAX) JORDAHL® EXPERT Punching shear - Design 1. Input information Column type Rectangular edge column cx / cyColumn dimension =18 in /18 in rbEdge =0 in Slab type In-situ concrete slab hSlab thickness =8 in co / cuConcrete cover top/bottom =1 in /1 in dx / dyEffective depth =6.688 in /6.688 in Concrete strength 5000 psi Density Normal concrete fpcPrestress =125 psi VuPunching shear load =83 kip Mux / MuyUnbalanced moment =-130 kip-ft /40 kip-ft 2. Output information (ACI 318-14) 2.1 Inner Critical Section (d/2 outside of column face) 2.1.1 Common Properties AcArea =450.6 in² b0Critical section perimeter =67.4 in 2.1.2 Natural Axis Properties ex / eyCentroid coordinate =0 in /5.582 in Ix / IySection moment of inertia =2.275·104 in⁴/5.189·104 in⁴ IxySection product of inertia =0 in⁴ 2.1.3 Principal Axis Properties e1 / e2Centroid coordinate =-5.582 in /0 in I1 / I2Section moment of inertia =5.189·104 in⁴/2.275·104 in⁴ θPrincipal axis rotation =90.0 ° γ1 / γ2Moment fraction =0.4176 /0.3521 Mu1 / Mu2Unbalanced moment =40 kip-ft /130 kip-ft 2.1.4 Stresses vuMaximum shear stresss =346.6 psi x / y =12.344 in /12.344 in ϕvcShear resistance (concrete only)=212.1 psi ϕvnShear resistance (with studrails)=493.5 psi ϕvn,maxShear resistance (upper limit)=424.3 psi DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 1 from 3JORDAHL® EXPERT Punching shear CG84 Callout 3 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 8" Slab - 18"x18" Column (85 kip MAX) 2.2 Outer Critical Section (d/2 outside of reinforced zone) 2.2.1 Common Properties AcArea =941.1 in² b0Critical section perimeter =140.7 in 2.2.2 Natural Axis Properties ex / eyCentroid coordinate =0 in /20.159 in Ix / IySection moment of inertia =2.052·105 in⁴/7.707·105 in⁴ IxySection product of inertia =0 in⁴ 2.2.3 Principal Axis Properties e1 / e2Centroid coordinate =-20.159 in /0 in I1 / I2Section moment of inertia =7.707·105 in⁴/2.052·105 in⁴ θPrincipal axis rotation =90.0 ° γ1 / γ2Moment fraction =0.4596 /0.3003 Mu1 / Mu2Unbalanced moment =40 kip-ft /130 kip-ft 2.2.4 Stresses vuMaximum shear stresss =104.3 psi x / y =39.344 in /-9 in ϕvcShear resistance =106.1 psi 3. Elements Number of studrails per column =9 Number of studs per studrail =9 DStud diameter =0.5 in S / S0Stud spacing =3 in /3 in OAHOverall height of studrail =6 in OALOverall length of studrail =30 in 4. Note The design against punching shear failure is based on the rules of ACI 318-14.• This calculation is bases on product specific properties of DECON® Studrails®. Changes, even to similar products, are only possible with new calculations. • All data have to be checked with the given edge boundaries and the feasibility. DECON assumes no liability for the input data of the user. • DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 2 from 3JORDAHL® EXPERT Punching shear CG85 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 8" Slab - 18"x18" Column (85 kip MAX) DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 3 from 3JORDAHL® EXPERT Punching shear CG86 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 9" Slab - 18"x18" Column (105 kip MAX) JORDAHL® EXPERT Punching shear - Design 1. Input information Column type Rectangular edge column cx / cyColumn dimension =18 in /18 in rbEdge =0 in Slab type In-situ concrete slab hSlab thickness =9 in co / cuConcrete cover top/bottom =1 in /1 in dx / dyEffective depth =7.688 in /7.688 in Concrete strength 5000 psi Density Normal concrete fpcPrestress =125 psi VuPunching shear load =105 kip Mux / MuyUnbalanced moment =-20 kip-ft /15 kip-ft 2. Output information (ACI 318-14) 2.1 Inner Critical Section (d/2 outside of column face) 2.1.1 Common Properties AcArea =501.3 in² b0Critical section perimeter =65.2 in 2.1.2 Natural Axis Properties ex / eyCentroid coordinate =-0.788 in /5.559 in Ix / IySection moment of inertia =2.680·104 in⁴/6.107·104 in⁴ IxySection product of inertia =-2.664·103 in⁴ 2.1.3 Principal Axis Properties e1 / e2Centroid coordinate =-5.482 in /-1.214 in I1 / I2Section moment of inertia =6.128·104 in⁴/2.659·104 in⁴ θPrincipal axis rotation =85.6 ° γ1 / γ2Moment fraction =0.4176 /0.3521 Mu1 / Mu2Unbalanced moment =13.4 kip-ft /21.1 kip-ft 2.1.4 Stresses vuMaximum shear stresss =295.9 psi x / y =12.844 in /-9 in ϕvcShear resistance (concrete only)=212.1 psi ϕvnShear resistance (with studrails)=339.4 psi ϕvn,maxShear resistance (upper limit)=424.3 psi DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 1 from 3JORDAHL® EXPERT Punching shear CG87 Callout 4 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 9" Slab - 18"x18" Column (105 kip MAX) 2.2 Outer Critical Section (d/2 outside of reinforced zone) 2.2.1 Common Properties AcArea =1878.1 in² b0Critical section perimeter =244.3 in 2.2.2 Natural Axis Properties ex / eyCentroid coordinate =-2.064 in /40.858 in Ix / IySection moment of inertia =1.358·106 in⁴/5.364·106 in⁴ IxySection product of inertia =-1.523·104 in⁴ 2.2.3 Principal Axis Properties e1 / e2Centroid coordinate =-40.85 in /-2.219 in I1 / I2Section moment of inertia =5.364·106 in⁴/1.358·106 in⁴ θPrincipal axis rotation =89.8 ° γ1 / γ2Moment fraction =0.4715 /0.2852 Mu1 / Mu2Unbalanced moment =14.9 kip-ft /20.1 kip-ft 2.2.4 Stresses vuMaximum shear stresss =101 psi x / y =79.844 in /-9 in ϕvcShear resistance =106.1 psi 3. Elements Number of studrails per column =9 Number of studs per studrail =12 DStud diameter =0.5 in S / S0Stud spacing =5.75 in /3.75 in OAHOverall height of studrail =7 in OALOverall length of studrail =70.75 in 4. Openings No.Shape Position x [in]Position y [in]Width [in]Height [in] 16 16Circular 4 41 5. Note The design against punching shear failure is based on the rules of ACI 318-14.• This calculation is bases on product specific properties of DECON® Studrails®. Changes, even to similar products, are only possible with new calculations. • All data have to be checked with the given edge boundaries and the feasibility. DECON assumes no liability for the input data of the user. • DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 2 from 3JORDAHL® EXPERT Punching shear CG88 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 DECONConstruction member: Level 1 Construction project: Harcourt CondosResponsible: Date: March 20, 2020 Position: Conf E 9" Slab - 18"x18" Column (105 kip MAX) DECON USA, Inc.www.deconusa.com 103 East Napa Street, Suite BSonoma, CA 95476 Version: 4.2.0.23 Page 3 from 3JORDAHL® EXPERT Punching shear CG89 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 LATERAL DESIGN CL1 CONCRETE LATERAL DESIGN RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project #:180948 Engineer:BJW Project:4th Dimension Date:3/20/2020 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 976 k SD1 0.455 Story Forces Story W h WxhxK Fx %V Coeff. Level 2 5233.0 17 88961 976.1 k 100.00%0.187 5233 .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 5233 k 17 ft 88961 976 k 100.00% *Regular is NO Structural Irregularities - Typical box structure with minor reentrant corners IBC 2015 Base Shear Force Calculation All Other Buildings CL2 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project #:180948 Engineer:BJW Project:4th Dimension Date:3/20/2020 Description:0 ft Seismic Criteria Period of Structure SS 1.40 Ct 0.020 S1 0.53 x 0.750 R 5.00 hn 17.000 Importance Factor I 1.00 Ta 0.167 Site Class C T*CU 0.234 0.230 sec Fa 1.00 TL 6.000 Fv 1.30 Overwrite T 0.000 sec SMS 1.40 SM1 0.68 Base Shear Equations SDS 0.93 (12.8-2)0.187 SD1 0.46 (12.8-3)0.543 Five Stories or Less?No (12.8-4)19.474 (12.8-5)0.010 (12.8-6)0.053 Coefficient to be Used 0.187 Base Shear 976 k Diaphragm Forces Story Wpx h Wxhx F ΣFi ΣWi Fpx %V Coeff. Level 2 5233 k 17 ft 88961 976 k 976 k 5233 k 976 k 100.00%0.187 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 0 k 0 ft 0 k k k k 0.00%0.000 5233 k 17 ft 88961 976 k 976 k 100.00% Diaphragm Story Forces Calculation All Other Buildings CL3 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CL4RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 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 CL5F10W5A1W4A1.6A1.5W1W5.1W4.2W4.3J1W2.1I1W1.1E1.1E1.2W4.1W3.8W3.9E2W1.2W4.5B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4D1.1D1.2F5F7F7F12F7F14F14F14F15F15F15F15F15F15F15F10F10F10F10F10F10113'-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 sf91 sf5'-5"29'x25'x18"dp69'-11"8'-0"F1325F1325F1325F1325RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 RAMP DOWNGARAGE STRUCT.8-15% SLOPE16 PARKING STALLS; 3 HANDICAPPED, 7COMPACT, 6 STANDARD; 5 BICYCLES, 1MOTORCYCLEHCHCABCDEFGHI12345RES. ELEV. LOBBYRES. STAIR 1ELEC./MECH.12345678910121316151114RES. STAIR 2JCCCCCCCHCBARRIER CABLEPER STRUCT.WALL LINE BELOWNOTE:OFFSETCOL. BY 1"RET. WALLSBARRIER CABLE PERSTRUCT.STEPRAILING PERELEV.MAILBOX FORCOMM.SPACES34"x24" 1-HR. SHAFT(10' FROM PROPERTY LINE)414.33' UPPER PORTIONOF UPPER DECKSLOPE DN. 2:12UPPER DECK 410.33'INLETBICYCLE (3)MOTORCYCLE VERIFY IFLANDSCAPE@CORNERCAN BE CUT BACKBENCH BENCH BENCHSTEPS RAMP 1:12BICYCLE (2)SLOPE DN. 1/8:12SLOPE DN. 1/8:12SLOPE DN. 1/8:12RETAILRETAILRETAILRESTAURANTMENWOMENRRSTOCK RM.RRRR1LEVEL 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”2.0"2.0"4.0"4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.75”4.0”1.25”6.75”4.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0” 4.0"F=321.6 K 4.0”6.0”6.0”1.25”6.75”4.0”2.0”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 3-HOUR FIRE SEPARATION. PROVIDE 1" MINIMUMCLEAR COVER TO MILD REINFORCING. PROVIDE 2-3/8" 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 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-TENSIONING 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.12.SEE SHEET S2.3a FOR ADDITIONAL EMBEDS REQUIRED THIS LEVEL.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/S5.2X" 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.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 8/13/18 RLR/BJW S2.2 CL6W5D1.1W5.1J1W2.1I1E1.1W4.1W3.8W3.9E2W1.2W4.5A1.1A1.2D1.2E1.2A2A3A4B2B3B4B1C2C3C4C1D2D3D4D1E2E3E1F2F3F1F4G2G3G1G4H2H3H1H4I3I4J3J4A1.390.95 RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Summary Report Model File: Concrete Podium - Template, Revision 0 3/27/2020 CL7 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Loads 3/27/2020 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 CL8 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Loads 3/27/2020 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 CL9 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 -976.14 0 0 -3.523E-06 -26355.7724 36661.0353 0 0 0 EQxecc 1 -976.14 0 0 -4.257E-06 -26355.7723 46690.8709 0 0 0 EQxecc 2 -976.14 0 0 -2.789E-06 -26355.7724 26631.1997 0 0 0 EQy 0 -976.14 0 26355.7724 1.594E-05 -91287.5708 0 0 0 SpecX Scaled Max 1065.455 521.756 0 14087.4011 28767.2823 87056.6638 0 0 0 SpecY Scaled Max 610.402 1567.438 0 42320.8304 16480.859 169623.8737 0 0 0 EQyecc 1 0 -976.14 0 26355.7724 7.316E-06 -120669.8644 0 0 0 EQyecc 2 0 -976.14 0 26355.7724 2.457E-05 -61905.2773 0 0 0 ENVE Max 976.14 0 0 26355.7724 26355.7724 -26631.1997 0 0 0 ENVE Min 0 -976.14 0 2.789E-06 1.594E-05 -91287.5708 0 0 0 ENVE MODAL Max 1065.455 1567.438 0 42320.8304 28767.2823 169623.8737 0 0 0 ENVE MODAL Min -1065.455 -1567.438 0 -42320.8304 -28767.2823 -169623.8737 0 0 0 EQx + 0.3EQy -976.14 -292.842 0 7906.7317 -26355.7723 9274.764 0 0 0 EQx - 0.3EQy -976.14 292.842 0 -7906.7317 -26355.7724 64047.3066 0 0 0 -EQx -0.3EQy 976.14 292.842 0 -7906.7317 26355.7723 -9274.764 0 0 0 -EQx + 0.3EQy 976.14 -292.842 0 7906.7317 26355.7724 -64047.3066 0 0 0 ENVE X Max 976.14 292.842 0 7906.7317 26355.7724 64047.3066 0 0 0 ENVE X Min -976.14 -292.842 0 -7906.7317 -26355.7724 -64047.3066 0 0 0 0.3EQx + EQy -292.842 -976.14 0 26355.7724 -7906.7317 -80289.2603 0 0 0 0.3EQx - EQy -292.842 976.14 0 -26355.7724 -7906.7317 102285.8814 0 0 0 -0.3EQx +EQy 292.842 -976.14 0 26355.7724 7906.7317 -102285.8814 0 0 0 -0.3EQx - EQy 292.842 976.14 0 -26355.7724 7906.7317 80289.2603 0 0 0 ENVE Y Max 292.842 976.14 0 26355.7724 7906.7317 102285.8814 0 0 0 ENVE Y Min -292.842 -976.14 0 -26355.7724 -7906.7317 -120669.8644 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 113.435 126.338 210.759 0.852 0.932 0.167 Level 2 D1 - SEMI RIGID SpecY Scaled Max 73.594 137.627 340.497 0.919 0.531 0.156 Level 1 D1 - SEMI RIGID SpecX Scaled Max 12.841 21.881 47.531 0.554 0.202 0.082 Level 1 D1 - SEMI RIGID SpecY Scaled Max 9.664 28.492 47.739 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 0.265 0.05 111.755 0 0 -18.253423 0 0 SpecX Scaled Modal 2 0.214 0.05 111.755 0 0 4.998558 0 0 SpecX Scaled Modal 3 0.155 0.05 111.755 0 0 3.825486 0 0 SpecX Scaled Modal 4 0.097 0.05 102.24 0 0 0.47348 0 0 CL10 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 0.07 0.05 86.215 0 0 -0.041264 0 0 SpecX Scaled Modal 6 0.059 0.05 79.802 0 0 0.018804 0 0 SpecX Scaled Modal 7 0.041 0.05 68.981 0 0 0.007852 0 0 SpecX Scaled Modal 8 0.035 0.05 65.447 0 0 0.001129 0 0 SpecX Scaled Modal 9 0.034 0.05 64.773 0 0 0.007437 0 0 SpecX Scaled Modal 10 0.029 0.05 61.809 0 0 -0.002171 0 0 SpecX Scaled Modal 11 0.027 0.05 60.702 0 0 0.000529 0 0 SpecX Scaled Modal 12 0.026 0.05 59.995 0 0 0.002114 0 0 SpecX Scaled Modal 13 0.025 0.05 59.711 0 0 0.000639 0 0 SpecX Scaled Modal 14 0.023 0.05 58.667 0 0 -0.000809 0 0 SpecX Scaled Modal 15 0.023 0.05 58.273 0 0 0.0005 0 0 SpecX Scaled Modal 16 0.022 0.05 57.848 0 0 -7.6E-05 0 0 SpecX Scaled Modal 17 0.022 0.05 57.633 0 0 0.00073 0 0 SpecX Scaled Modal 18 0.021 0.05 57.188 0 0 0.000711 0 0 SpecY Scaled Modal 1 0.265 0.05 0 130.742 0 0 -6.049716 0 SpecY Scaled Modal 2 0.214 0.05 0 130.742 0 0 -16.485325 0 SpecY Scaled Modal 3 0.155 0.05 0 130.742 0 0 2.605 0 SpecY Scaled Modal 4 0.097 0.05 0 119.611 0 0 -0.12436 0 SpecY Scaled Modal 5 0.07 0.05 0 100.863 0 0 0.03977 0 SpecY Scaled Modal 6 0.059 0.05 0 93.36 0 0 0.029828 0 SpecY Scaled Modal 7 0.041 0.05 0 80.701 0 0 -0.018814 0 SpecY Scaled Modal 8 0.035 0.05 0 76.566 0 0 -0.002002 0 SpecY Scaled Modal 9 0.034 0.05 0 75.778 0 0 0.002269 0 SpecY Scaled Modal 10 0.029 0.05 0 72.31 0 0 -0.001632 0 SpecY Scaled Modal 11 0.027 0.05 0 71.015 0 0 -0.00134 0 SpecY Scaled Modal 12 0.026 0.05 0 70.188 0 0 -0.000361 0 SpecY Scaled Modal 13 0.025 0.05 0 69.856 0 0 -0.000356 0 SpecY Scaled Modal 14 0.023 0.05 0 68.634 0 0 0.000436 0 SpecY Scaled Modal 15 0.023 0.05 0 68.174 0 0 0.001323 0 SpecY Scaled Modal 16 0.022 0.05 0 67.676 0 0 0.000501 0 SpecY Scaled Modal 17 0.022 0.05 0 67.424 0 0 -5.8E-05 0 SpecY Scaled Modal 18 0.021 0.05 0 66.904 0 0 0.00138 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 0.000422 23 191.17 52.3333 27 Level 2 EQx Y 0.000372 42 0.3333 9.5 27 Level 2 EQxecc 1 X 0.000456 24 191.17 55.3333 27 Level 2 EQxecc 1 Y 0.000471 42 0.3333 9.5 27 Level 2 EQxecc 2 X 0.000389 23 191.17 52.3333 27 Level 2 EQxecc 2 Y 0.000273 42 0.3333 9.5 27 Level 2 EQy Y 0.000452 42 0.3333 9.5 27 CL11 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 0.000579 24 191.17 55.3333 27 Level 2 SpecX Scaled Max Y 0.000942 42 0.3333 9.5 27 Level 2 SpecY Scaled Max X 0.000279 22 191.17 51.1667 27 Level 2 SpecY Scaled Max Y 0.000866 42 0.3333 9.5 27 Level 2 EQyecc 1 X 7.6E-05 22 191.17 51.1667 27 Level 2 EQyecc 1 Y 0.00031 22 191.17 51.1667 27 Level 2 EQyecc 2 X 0.000166 34 191.17 68.1667 27 Level 2 EQyecc 2 Y 0.000742 42 0.3333 9.5 27 Level 2 ENVE Max Y 0.000452 42 0.3333 9.5 27 Level 2 ENVE Min X 0.000456 24 191.17 55.3333 27 Level 2 ENVE Min Y 0.000471 42 0.3333 9.5 27 Level 2 ENVE MODAL Max X 0.000579 24 191.17 55.3333 27 Level 2 ENVE MODAL Max Y 0.000942 42 0.3333 9.5 27 Level 2 ENVE MODAL Min X 0.000579 24 191.17 55.3333 27 Level 2 ENVE MODAL Min Y 0.000942 42 0.3333 9.5 27 Level 2 EQx + 0.3EQy X 0.000431 24 191.17 55.3333 27 Level 2 EQx + 0.3EQy Y 0.000508 42 0.3333 9.5 27 Level 2 EQx - 0.3EQy X 0.000415 23 191.17 52.3333 27 Level 2 EQx - 0.3EQy Y 0.000237 1 0 0 27 Level 2 -EQx -0.3EQy X 0.000431 24 191.17 55.3333 27 Level 2 -EQx -0.3EQy Y 0.000508 42 0.3333 9.5 27 Level 2 -EQx + 0.3EQy X 0.000415 23 191.17 52.3333 27 Level 2 -EQx + 0.3EQy Y 0.000237 1 0 0 27 Level 2 ENVE X Max X 0.000456 24 191.17 55.3333 27 Level 2 ENVE X Max Y 0.000508 42 0.3333 9.5 27 Level 2 ENVE X Min X 0.000431 24 191.17 55.3333 27 Level 2 ENVE X Min Y 0.000508 42 0.3333 9.5 27 Level 2 0.3EQx + EQy X 0.000178 34 191.17 68.1667 27 Level 2 0.3EQx + EQy Y 0.000564 42 0.3333 9.5 27 Level 2 0.3EQx - EQy X 0.000135 44 90 0.3333 27 Level 2 0.3EQx - EQy Y 0.000344 73 3.3333 9.5 27 Level 2 -0.3EQx +EQy X 0.000135 44 90 0.3333 27 Level 2 -0.3EQx +EQy Y 0.000344 73 3.3333 9.5 27 Level 2 -0.3EQx - EQy X 0.000178 34 191.17 68.1667 27 Level 2 -0.3EQx - EQy Y 0.000564 42 0.3333 9.5 27 Level 2 ENVE Y Max X 0.000178 34 191.17 68.1667 27 Level 2 ENVE Y Max Y 0.000742 42 0.3333 9.5 27 Level 2 ENVE Y Min X 0.000178 34 191.17 68.1667 27 Level 2 ENVE Y Min Y 0.000564 42 0.3333 9.5 27 Level 1 EQx X 0.000128 35 200.3367 68.1667 10 Level 1 EQxecc 1 X 0.000141 35 200.3367 68.1667 10 Level 1 EQxecc 2 X 0.000116 35 200.3367 68.1667 10 Level 1 EQy Y 0.000156 8 90 6.6667 10 Level 1 SpecX Scaled Max X 0.000177 35 200.3367 68.1667 10 Level 1 SpecX Scaled Max Y 0.000171 43 17.3333 0.3333 10 CL12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 8.9E-05 38 106.6667 0.3333 10 Level 1 SpecY Scaled Max Y 0.000277 38 106.6667 0.3333 10 Level 1 EQyecc 1 Y 0.000167 35 200.3367 68.1667 10 Level 1 EQyecc 2 X 6.3E-05 35 200.3367 68.1667 10 Level 1 EQyecc 2 Y 0.000171 43 17.3333 0.3333 10 Level 1 ENVE Max Y 0.000156 8 90 6.6667 10 Level 1 ENVE Min X 0.000141 35 200.3367 68.1667 10 Level 1 ENVE Min Y 6.8E-05 43 17.3333 0.3333 10 Level 1 ENVE MODAL Max X 0.000177 35 200.3367 68.1667 10 Level 1 ENVE MODAL Max Y 0.000277 38 106.6667 0.3333 10 Level 1 ENVE MODAL Min X 0.000177 35 200.3367 68.1667 10 Level 1 ENVE MODAL Min Y 0.000277 38 106.6667 0.3333 10 Level 1 EQx + 0.3EQy X 0.000136 35 200.3367 68.1667 10 Level 1 EQx + 0.3EQy Y 8.6E-05 43 17.3333 0.3333 10 Level 1 EQx - 0.3EQy X 0.000123 36 200.3367 51.1667 10 Level 1 EQx - 0.3EQy Y 9.7E-05 38 106.6667 0.3333 10 Level 1 -EQx -0.3EQy X 0.000136 35 200.3367 68.1667 10 Level 1 -EQx -0.3EQy Y 8.6E-05 43 17.3333 0.3333 10 Level 1 -EQx + 0.3EQy X 0.000123 36 200.3367 51.1667 10 Level 1 -EQx + 0.3EQy Y 9.7E-05 38 106.6667 0.3333 10 Level 1 ENVE X Max X 0.000141 35 200.3367 68.1667 10 Level 1 ENVE X Max Y 9.7E-05 38 106.6667 0.3333 10 Level 1 ENVE X Min X 0.000136 35 200.3367 68.1667 10 Level 1 ENVE X Min Y 9.7E-05 38 106.6667 0.3333 10 Level 1 0.3EQx + EQy X 6.5E-05 35 200.3367 68.1667 10 Level 1 0.3EQx + EQy Y 0.000152 8 90 6.6667 10 Level 1 0.3EQx - EQy X 4.6E-05 38 106.6667 0.3333 10 Level 1 0.3EQx - EQy Y 0.000168 38 106.6667 0.3333 10 Level 1 -0.3EQx +EQy X 4.6E-05 38 106.6667 0.3333 10 Level 1 -0.3EQx +EQy Y 0.000168 38 106.6667 0.3333 10 Level 1 -0.3EQx - EQy X 6.5E-05 35 200.3367 68.1667 10 Level 1 -0.3EQx - EQy Y 0.000152 8 90 6.6667 10 Level 1 ENVE Y Max X 6.5E-05 35 200.3367 68.1667 10 Level 1 ENVE Y Max Y 0.000171 43 17.3333 0.3333 10 Level 1 ENVE Y Min X 6.5E-05 35 200.3367 68.1667 10 Level 1 ENVE Y Min Y 0.000168 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 -977.749 -0.044 36750.6144 8.288E-07 -4.33E-06 Level 2 EQx Bottom 0 -977.749 -0.044 36750.6144 0.753 -16621.7322 Level 2 EQxecc 1 Top 0 -977.847 -0.092 46789.9805 9.007E-07 -4.623E-06 Level 2 EQxecc 1 Bottom 0 -977.847 -0.092 46789.9805 1.5654 -16623.397 Level 2 EQxecc 2 Top 0 -977.651 0.003 26711.2484 7.58E-07 -4.04E-06 CL13 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 -977.651 0.003 26711.2484 -0.0595 -16620.0675 Level 2 EQy Top 0 -0.044 -977.471 -91395.5208 1.449E-06 -6.009E-06 Level 2 EQy Bottom 0 -0.044 -977.471 -91395.5208 16617.0043 -0.753 Level 2 SpecX Scaled Max Top 0 1067.53 522.529 87187.509 1.522E-06 7.144E-06 Level 2 SpecX Scaled Max Bottom 0 1067.53 522.529 87187.509 8882.9925 18148.0051 Level 2 SpecY Scaled Max Top 0 611.431 1569.689 169846.4851 2.22E-06 8.871E-06 Level 2 SpecY Scaled Max Bottom 0 611.431 1569.689 169846.4851 26684.7086 10394.3354 Level 2 EQyecc 1 Top 0 0.243 -977.331 -120805.7337 1.239E-06 -5.152E-06 Level 2 EQyecc 1 Bottom 0 0.243 -977.331 -120805.7337 16614.6242 4.1239 Level 2 EQyecc 2 Top 0 -0.331 -977.611 -61985.3078 1.658E-06 -6.864E-06 Level 2 EQyecc 2 Bottom 0 -0.331 -977.611 -61985.3078 16619.3843 -5.6298 Level 2 ENVE Max Top 0 977.847 0.092 -26711.2484 1.449E-06 4.623E-06 Level 2 ENVE Max Bottom 0 977.847 0.092 -26711.2484 16617.0043 16623.397 Level 2 ENVE Min Top 0 -0.044 -977.471 -91395.5208 -9.007E-07 -6.009E-06 Level 2 ENVE Min Bottom 0 -0.044 -977.471 -91395.5208 -1.5654 -0.753 Level 2 ENVE MODAL Max Top 0 1067.53 1569.689 169846.4851 2.22E-06 8.871E-06 Level 2 ENVE MODAL Max Bottom 0 1067.53 1569.689 169846.4851 26684.7086 18148.0051 Level 2 ENVE MODAL Min Top 0 -1067.53 -1569.689 -169846.4851 -2.22E-06 -8.871E-06 Level 2 ENVE MODAL Min Bottom 0 -1067.53 -1569.689 -169846.4851 -26684.7086 -18148.0051 Level 2 EQx + 0.3EQy Top 0 -977.762 -293.286 9331.9582 1.263E-06 -6.132E-06 Level 2 EQx + 0.3EQy Bottom 0 -977.762 -293.286 9331.9582 4985.8542 -16621.9581 Level 2 EQx - 0.3EQy Top 0 -977.736 293.197 64169.2707 0 -2.527E-06 Level 2 EQx - 0.3EQy Bottom 0 -977.736 293.197 64169.2707 -4984.3483 -16621.5064 Level 2 -EQx -0.3EQy Top 0 977.762 293.286 -9331.9582 -1.263E-06 6.132E-06 Level 2 -EQx -0.3EQy Bottom 0 977.762 293.286 -9331.9582 -4985.8542 16621.9581 Level 2 -EQx + 0.3EQy Top 0 977.736 -293.197 -64169.2707 0 2.527E-06 Level 2 -EQx + 0.3EQy Bottom 0 977.736 -293.197 -64169.2707 4984.3483 16621.5064 Level 2 ENVE X Max Top 0 977.762 293.286 64169.2707 1.263E-06 6.132E-06 Level 2 ENVE X Max Bottom 0 977.762 293.286 64169.2707 4985.8542 16621.9581 Level 2 ENVE X Min Top 0 -977.847 -293.286 -64169.2707 -1.263E-06 -6.132E-06 Level 2 ENVE X Min Bottom 0 -977.847 -293.286 -64169.2707 -4985.8542 -16623.397 Level 2 0.3EQx + EQy Top 0 -293.369 -977.484 -80370.3364 1.697E-06 -7.308E-06 Level 2 0.3EQx + EQy Bottom 0 -293.369 -977.484 -80370.3364 16617.2301 -4987.2726 Level 2 0.3EQx - EQy Top 0 -293.28 977.458 102420.7051 -1.2E-06 4.71E-06 Level 2 0.3EQx - EQy Bottom 0 -293.28 977.458 102420.7051 -16616.7784 -4985.7667 Level 2 -0.3EQx +EQy Top 0 293.28 -977.458 -102420.7051 1.2E-06 -4.71E-06 Level 2 -0.3EQx +EQy Bottom 0 293.28 -977.458 -102420.7051 16616.7784 4985.7667 Level 2 -0.3EQx - EQy Top 0 293.369 977.484 80370.3364 -1.697E-06 7.308E-06 Level 2 -0.3EQx - EQy Bottom 0 293.369 977.484 80370.3364 -16617.2301 4987.2726 Level 2 ENVE Y Max Top 0 293.369 977.484 102420.7051 1.697E-06 7.308E-06 Level 2 ENVE Y Max Bottom 0 293.369 977.484 102420.7051 16619.3843 4987.2726 Level 2 ENVE Y Min Top 0 -293.369 -977.611 -120805.7337 -1.697E-06 -7.308E-06 Level 2 ENVE Y Min Bottom 0 -293.369 -977.611 -120805.7337 -16617.2301 -4987.2726 Level 1 EQx Top -119.619 -1185.657 -58.114 37017.2882 -1584.4022 -6578.1199 Level 1 EQx Bottom 0 -977.749 -0.044 36750.6144 1.1959 -26399.2218 CL14 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 -111.589 -1185.914 -64.699 47146.0285 -1681.7493 -7090.03 Level 1 EQxecc 1 Bottom 0 -977.847 -0.092 46789.9805 2.4862 -26401.8658 Level 1 EQxecc 2 Top -127.648 -1185.4 -51.529 26888.5478 -1487.0551 -6066.2099 Level 1 EQxecc 2 Bottom 0 -977.651 0.003 26711.2484 -0.0945 -26396.5778 Level 1 EQy Top 7.608 31.346 -1006.327 -89732.7592 15547.5424 1794.4901 Level 1 EQy Bottom 0 -0.044 -977.471 -91395.5208 26391.7126 -1.1959 Level 1 SpecX Scaled Max Top 120.095 1290.013 571.796 87367.7697 7997.595 9601.5286 Level 1 SpecX Scaled Max Bottom 0 1067.53 522.529 87187.509 14108.2821 28823.3022 Level 1 SpecY Scaled Max Top 111.177 778.558 1607.572 167336.0389 25709.6751 6837.0081 Level 1 SpecY Scaled Max Bottom 0 611.431 1569.689 169846.4851 42381.596 16508.6504 Level 1 EQyecc 1 Top -15.913 32.098 -987.036 -119404.7931 15832.7196 3294.125 Level 1 EQyecc 1 Bottom 0 0.243 -977.331 -120805.7337 26387.9326 6.5497 Level 1 EQyecc 2 Top 31.13 30.594 -1025.619 -60060.7253 15262.3652 294.8553 Level 1 EQyecc 2 Bottom 0 -0.331 -977.611 -61985.3078 26395.4927 -8.9414 Level 1 ENVE Max Top 127.648 1185.914 64.699 -26888.5478 15547.5424 7090.03 Level 1 ENVE Max Bottom 0 977.847 0.092 -26711.2484 26391.7126 26401.8658 Level 1 ENVE Min Top 7.608 31.346 -1006.327 -89732.7592 1487.0551 1794.4901 Level 1 ENVE Min Bottom 0 -0.044 -977.471 -91395.5208 -2.4862 -1.1959 Level 1 ENVE MODAL Max Top 127.648 1290.013 1607.572 167336.0389 25709.6751 9601.5286 Level 1 ENVE MODAL Max Bottom 0 1067.53 1569.689 169846.4851 42381.596 28823.3022 Level 1 ENVE MODAL Min Top -120.095 -1290.013 -1607.572 -167336.0389 -25709.6751 -9601.5286 Level 1 ENVE MODAL Min Bottom 0 -1067.53 -1569.689 -169846.4851 -42381.596 -28823.3022 Level 1 EQx + 0.3EQy Top -117.336 -1176.253 -360.012 10097.4604 3079.8605 -6039.7729 Level 1 EQx + 0.3EQy Bottom 0 -977.762 -293.286 9331.9582 7918.7097 -26399.5805 Level 1 EQx - 0.3EQy Top -121.901 -1195.061 243.784 63937.1159 -6248.6649 -7116.4669 Level 1 EQx - 0.3EQy Bottom 0 -977.736 293.197 64169.2707 -7916.3179 -26398.863 Level 1 -EQx -0.3EQy Top 117.336 1176.253 360.012 -10097.4604 -3079.8605 6039.7729 Level 1 -EQx -0.3EQy Bottom 0 977.762 293.286 -9331.9582 -7918.7097 26399.5805 Level 1 -EQx + 0.3EQy Top 121.901 1195.061 -243.784 -63937.1159 6248.6649 7116.4669 Level 1 -EQx + 0.3EQy Bottom 0 977.736 -293.197 -64169.2707 7916.3179 26398.863 Level 1 ENVE X Max Top 121.901 1195.061 360.012 63937.1159 6248.6649 7116.4669 Level 1 ENVE X Max Bottom 0 977.762 293.286 64169.2707 7918.7097 26399.5805 Level 1 ENVE X Min Top -127.648 -1195.061 -360.012 -63937.1159 -6248.6649 -7116.4669 Level 1 ENVE X Min Bottom 0 -977.847 -293.286 -64169.2707 -7918.7097 -26401.8658 Level 1 0.3EQx + EQy Top -28.277 -324.351 -1023.761 -78627.5728 15072.2218 -178.9458 Level 1 0.3EQx + EQy Bottom 0 -293.369 -977.484 -80370.3364 26392.0714 -7920.9624 Level 1 0.3EQx - EQy Top -43.494 -387.043 988.893 100837.9457 -16022.8631 -3767.9261 Level 1 0.3EQx - EQy Bottom 0 -293.28 977.458 102420.7051 -26391.3539 -7918.5707 Level 1 -0.3EQx +EQy Top 43.494 387.043 -988.893 -100837.9457 16022.8631 3767.9261 Level 1 -0.3EQx +EQy Bottom 0 293.28 -977.458 -102420.7051 26391.3539 7918.5707 Level 1 -0.3EQx - EQy Top 28.277 324.351 1023.761 78627.5728 -15072.2218 178.9458 Level 1 -0.3EQx - EQy Bottom 0 293.369 977.484 80370.3364 -26392.0714 7920.9624 Level 1 ENVE Y Max Top 43.494 387.043 1023.761 100837.9457 16022.8631 3767.9261 Level 1 ENVE Y Max Bottom 0 293.369 977.484 102420.7051 26395.4927 7920.9624 Level 1 ENVE Y Min Top -43.494 -387.043 -1025.619 -119404.7931 -16022.8631 -3767.9261 CL15 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 -293.369 -977.611 -120805.7337 -26392.0714 -7920.9624 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 977.749 0.064479 15163.8494 0.044 0.039524 0 Level 1 EQx 977.749 0.008388 116561.0572 0.044 0.003255 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 1 977.847 0.067221 14546.6683 0.092 0.049011 0 Level 1 EQxecc 1 977.847 0.009101 107443.7142 0.092 0.004365 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 2 977.651 0.061737 15835.8625 0.003 0.027958 0 Level 1 EQxecc 2 977.651 0.007658 127657.5666 0.003 0.003069 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 0.044 0.0073 0 977.471 0.061126 15991.0088 Level 1 EQy 0.044 0.001599 0 977.471 0.00985 99234.2127 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 1067.53 0.083011 12860.0963 522.529 0.109494 4772.2271 Level 1 SpecX Scaled 1067.53 0.011321 94296.6166 522.529 0.010956 47693.1187 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 611.431 0.044972 13595.9021 1569.689 0.117087 13406.1408 Level 1 SpecY Scaled 611.431 0.006425 95158.9281 1569.689 0.017832 88025.8284 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 0.243 0.008303 0 977.331 0.054221 18024.8043 Level 1 EQyecc 1 0.243 0.001547 0 977.331 0.010552 92618.3739 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 0.331 0.017343 0 977.611 0.079813 12248.7728 Level 1 EQyecc 2 0.331 0.0039 0 977.611 0.010723 91167.1562 CL16 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 0.265 0.6226 0.05 0 0.6226 0.05 0 Modal 2 0.214 0.1086 0.8637 0 0.7312 0.9137 0 Modal 3 0.155 0.2355 0.0798 0 0.9667 0.9935 0 Modal 4 0.097 0.0283 0.0014 0 0.995 0.9949 0 Modal 5 0.07 0.0011 0.0008 0 0.9961 0.9957 0 Modal 6 0.059 0.0005 0.001 0 0.9967 0.9966 0 Modal 7 0.041 0.0005 0.0023 0 0.9972 0.9989 0 Modal 8 0.035 2.326E-05 0.0001 0 0.9972 0.999 0 Modal 9 0.034 0.0012 0.0001 0 0.9984 0.999 0 Modal 10 0.029 0.0002 0.0001 0 0.9986 0.9991 0 Modal 11 0.027 1.675E-05 0.0001 0 0.9986 0.9992 0 Modal 12 0.026 0.0003 7.003E-06 0 0.9989 0.9992 0 Modal 13 0.025 3.26E-05 7.423E-06 0 0.999 0.9992 0 Modal 14 0.023 0.0001 1.536E-05 0 0.999 0.9992 0 Modal 15 0.023 3.139E-05 0.0002 0 0.9991 0.9994 0 Modal 16 0.022 8.419E-07 2.652E-05 0 0.9991 0.9994 0 Modal 17 0.022 0.0001 0 0 0.9992 0.9994 0 Modal 18 0.021 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 0.0498 0.6221 0.2943 0.0498 0.6221 0.2943 Modal 2 0.8631 0.1087 0.0161 0.9129 0.7308 0.3105 Modal 3 0.0802 0.2357 0.666 0.993 0.9665 0.9765 Modal 4 0.0014 0.0282 0.0059 0.9945 0.9947 0.9824 Modal 5 0.0008 0.0011 0.0004 0.9952 0.9957 0.9829 Modal 6 0.0009 0.0005 0.0143 0.9962 0.9963 0.9972 Modal 7 0.0024 0.0006 0.0004 0.9986 0.9968 0.9976 Modal 8 0.0001 2.225E-05 2.903E-06 0.9986 0.9968 0.9976 Modal 9 0.0001 0.0012 0.0006 0.9987 0.998 0.9981 Modal 10 0.0001 0.0002 4.799E-05 0.9988 0.9983 0.9982 Modal 11 0.0001 2.726E-05 2.232E-05 0.9989 0.9983 0.9982 Modal 12 4.275E-06 0.0003 0.0005 0.9989 0.9986 0.9987 Modal 13 5.775E-06 2.387E-05 6.765E-06 0.9989 0.9986 0.9987 Modal 14 2.281E-05 0.0001 0.0001 0.9989 0.9987 0.9989 Modal 15 0.0001 3.251E-05 6.865E-06 0.999 0.9987 0.9989 Modal 16 3.065E-05 1.354E-06 8E-06 0.9991 0.9987 0.9989 Modal 17 0 0.0001 2.861E-05 0.9991 0.9988 0.9989 Modal 18 0.0003 0.0001 0.0001 0.9993 0.9989 0.999 CL17 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Analysis Results 3/27/2020 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 0.265 0.764 0.061 0 0.174 Modal 2 0.214 0.108 0.855 0 0.037 Modal 3 0.155 0.447 0.151 0 0.402 Modal 4 0.097 0.34 0.017 0 0.643 Modal 5 0.07 0.001 0.001 0 0.998 Modal 6 0.059 0 0 0 1 Modal 7 0.041 0.012 0.051 0 0.937 Modal 8 0.035 0.019 0.044 0 0.937 Modal 9 0.034 0.001 0 0 0.999 Modal 10 0.029 0 0 0 1 Modal 11 0.027 0 0.002 0 0.998 Modal 12 0.026 0.416 0.009 0 0.576 Modal 13 0.025 0.001 0 0 0.999 Modal 14 0.023 0.601 0.128 0 0.271 Modal 15 0.023 0.006 0.033 0 0.961 Modal 16 0.022 0 0 0 1 Modal 17 0.022 0.001 0 0 0.998 Modal 18 0.021 0.001 0.002 0 0.998 CL18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Pier Forces ENVE X (k-in)strong axis weak axis weak axis strong axis Story Pier Load Loc P V2 V3 T M2 M3 Pu (k) Vu (k) Mu (k-ft) Level 2 A1.1 ENVE X Max Top 18.788 32.26 1.29 1.1344 12.6593 235.7534 -18.8 32.3 312.7 Level 2 A1.1 ENVE X Max Bottom 18.788 32.26 1.29 1.1344 9.2637 312.6621 Level 2 A1.1 ENVE X Min Top -18.788 -32.26 -1.29 -1.1754 -12.6593 -235.7534 Level 2 A1.1 ENVE X Min Bottom -18.788 -32.26 -1.29 -1.1754 -9.2637 -312.6621 Level 2 A1.2 ENVE X Max Top 32.775 23.952 0.205 0.9776 1.8978 190.9224 -32.7 24.0 216.3 Level 2 A1.2 ENVE X Max Bottom 32.775 23.952 0.205 0.9776 1.5862 216.2561 Level 2 A1.2 ENVE X Min Top -32.705 -23.952 -0.205 -1.0083 -1.8978 -190.9224 Level 2 A1.2 ENVE X Min Bottom -32.705 -23.952 -0.205 -1.0083 -1.5862 -216.2561 Level 2 W5 ENVE X Max Top 204.535 189.059 0.93 2.8263 2.9401 1243.9077 -204.5 189.1 2178.0 Level 2 W5 ENVE X Max Bottom 204.535 189.059 0.93 2.8263 12.8669 2178.0314 Level 2 W5 ENVE X Min Top -204.535 -187.737 -0.93 -3.257 -2.9401 -1243.908 Level 2 W5 ENVE X Min Bottom -204.535 -187.737 -0.93 -3.257 -12.8669 -2102.39 Level 2 W4.5 ENVE X Max Top 113.264 123.051 1.736 4.2552 12.291 533.2986 -113.3 123.1 1558.6 Level 2 W4.5 ENVE X Max Bottom 113.264 123.051 1.736 4.2552 17.2155 1558.5694 Level 2 W4.5 ENVE X Min Top -113.264 -123.051 -1.736 -4.5361 -12.291 -533.2986 Level 2 W4.5 ENVE X Min Bottom -113.264 -123.051 -1.736 -4.5361 -17.2155 -1558.569 Level 2 W5.1 ENVE X Max Top 39.895 215.953 0.359 2.3722 3.912 1040.0489 -39.9 216.0 2628.9 Level 2 W5.1 ENVE X Max Bottom 39.895 215.953 0.359 2.3722 2.1977 2628.8775 Level 2 W5.1 ENVE X Min Top -39.895 -212.65 -0.359 -2.3722 -3.912 -1042.315 Level 2 W5.1 ENVE X Min Bottom -39.895 -212.65 -0.359 -2.3722 -2.1977 -2575.005 Level 2 W3.8 ENVE X Max Top 55.552 124.361 0.128 1.1568 0.8053 949.9038 -55.6 124.4 1164.2 Level 2 W3.8 ENVE X Max Bottom 55.552 124.361 0.128 1.1568 1.3698 1164.2382 Level 2 W3.8 ENVE X Min Top -55.552 -124.361 -0.128 -1.1568 -0.8053 -949.9038 Level 2 W3.8 ENVE X Min Bottom -55.552 -124.361 -0.128 -1.1568 -1.3698 -1164.238 Level 2 W3.9 ENVE X Max Top 19.669 73.823 0.113 0.6192 1.2791 621.0345 -19.7 73.8 634.0 Level 2 W3.9 ENVE X Max Bottom 19.669 73.823 0.113 0.6192 0.8398 633.9582 Level 2 W3.9 ENVE X Min Top -19.669 -73.823 -0.113 -0.6192 -1.2791 -621.0345 Level 2 W3.9 ENVE X Min Bottom -19.669 -73.823 -0.113 -0.6192 -0.8398 -633.9582 Level 2 E1.1 ENVE X Max Top 22.853 18.427 0.275 1.0842 1.9299 164.1059 -22.9 18.4 164.1 Level 2 E1.1 ENVE X Max Bottom 22.853 18.427 0.275 1.0842 2.7505 149.1548 Level 2 E1.1 ENVE X Min Top -22.853 -18.427 -0.275 -1.0842 -1.9299 -164.1059 Level 2 E1.1 ENVE X Min Bottom -22.853 -18.427 -0.275 -1.0842 -2.7505 -149.1548 Level 2 W4.1 ENVE X Max Top 13.933 88.234 0.129 0.8383 1.0276 677.563 -13.9 88.2 822.4 Level 2 W4.1 ENVE X Max Bottom 13.933 88.234 0.129 0.8383 1.1643 822.4131 Level 2 W4.1 ENVE X Min Top -13.933 -88.234 -0.129 -0.8383 -1.0276 -677.563 Level 2 W4.1 ENVE X Min Bottom -13.933 -88.234 -0.129 -0.8383 -1.1643 -822.4131 Level 2 E2 ENVE X Max Top 161.376 162.057 1.192 4.8441 9.0195 664.7069 -161.7 162.1 2090.3 Level 2 E2 ENVE X Max Bottom 161.376 162.057 1.192 4.8441 11.247 2090.2648 Level 2 E2 ENVE X Min Top -161.685 -162.057 -1.192 -5.3158 -9.0195 -664.7069 Level 2 E2 ENVE X Min Bottom -161.685 -162.057 -1.192 -5.3158 -11.247 -2090.265 Level 2 W2.1 ENVE X Max Top 34.25 108.225 0.348 1.4367 3.9833 709.3316 -34.3 108.2 1130.5 Level 2 W2.1 ENVE X Max Bottom 34.25 108.225 0.348 1.4367 1.9971 1130.4854 Level 2 W2.1 ENVE X Min Top -34.25 -108.225 -0.354 -1.4367 -3.9208 -709.3316 Level 2 W2.1 ENVE X Min Bottom -34.25 -108.225 -0.354 -1.4367 -2.0328 -1130.485 Level 2 I1 ENVE X Max Top 139.718 25.348 1.358 3.1081 10.7392 283.0825 -134.0 25.3 351.0 Level 2 I1 ENVE X Max Bottom 139.718 25.348 1.358 3.1081 13.2785 351.0274 Level 2 I1 ENVE X Min Top -133.957 -25.348 -1.496 -3.1081 -9.8139 -283.0825 Level 2 I1 ENVE X Min Bottom -133.957 -25.348 -1.496 -3.1081 -14.6881 -351.0274 Level 2 J1 ENVE X Max Top 191.702 67.078 0.876 1.8222 4.9744 407.4122 -195.6 69.2 780.2 Level 2 J1 ENVE X Max Bottom 191.702 67.078 0.876 1.8222 9.9982 780.1915 Level 2 J1 ENVE X Min Top -195.587 -69.171 -0.895 -1.8222 -4.8955 -360.1371 Level 2 J1 ENVE X Min Bottom -195.587 -69.171 -0.895 -1.8222 -10.2484 -780.1915 Level 2 W1.2 ENVE X Max Top 40.038 130.39 0.068 1.0457 0.3968 875.6839 -40.0 130.4 1282.2 Level 2 W1.2 ENVE X Max Bottom 40.038 130.39 0.068 1.0457 0.7945 1282.1819 Level 2 W1.2 ENVE X Min Top -40.038 -123.258 -0.068 -1.0457 -0.3968 -934.4506 Level 2 W1.2 ENVE X Min Bottom -40.038 -123.258 -0.068 -1.0457 -0.7945 -1219.708 Level 2 D1.1 ENVE X Max Top 142.482 80.805 0.749 2.1706 4.9759 657.1469 -142.5 80.8 716.5 Level 2 D1.1 ENVE X Max Bottom 142.482 80.805 0.749 2.1706 7.755 716.5395 Level 2 D1.1 ENVE X Min Top -142.482 -80.805 -0.749 -2.1706 -4.9759 -657.1469 Level 2 D1.1 ENVE X Min Bottom -142.482 -80.805 -0.749 -2.1706 -7.755 -716.5395 Level 2 D1.2 ENVE X Max Top 56.209 17.86 0.263 0.3893 1.8309 161.309 -56.2 17.9 161.3 Level 2 D1.2 ENVE X Max Bottom 56.209 17.86 0.263 0.3893 2.6363 142.3078 Level 2 D1.2 ENVE X Min Top -56.209 -17.86 -0.263 -0.3893 -1.8309 -161.309 Level 2 D1.2 ENVE X Min Bottom -56.209 -17.86 -0.263 -0.3893 -2.6363 -142.3078 Level 2 A1.3 ENVE X Max Top 113.607 158.177 0.411 0.9862 2.6988 1107.3741 -115.3 158.2 1581.6 Level 2 A1.3 ENVE X Max Bottom 113.607 158.177 0.411 0.9862 4.2855 1581.6401 Level 2 A1.3 ENVE X Min Top -115.275 -158.177 -0.411 -1.1989 -2.6988 -1107.374 Level 2 A1.3 ENVE X Min Bottom -115.275 -158.177 -0.411 -1.1989 -4.2964 -1581.64 Level 2 E1.2 ENVE X Max Top 51.062 22.591 0.509 1.8875 3.6414 198.4296 -51.1 22.6 198.4 Level 2 E1.2 ENVE X Max Bottom 51.062 22.591 0.509 1.8875 5.0195 185.614 Level 2 E1.2 ENVE X Min Top -51.062 -22.591 -0.509 -1.9076 -3.6414 -198.4296 Level 2 E1.2 ENVE X Min Bottom -51.062 -22.591 -0.509 -1.9076 -5.0195 -185.614 CL19 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Level 1 A1 ENVE X Max Top 131.371 159.372 1.556 27.4388 1153.8228 3904.5548 -131.4 159.4 3904.6 Level 1 A1 ENVE X Max Bottom 119.65 92.426 2.188 38.4715 0.5211 3701.0604 Level 1 A1 ENVE X Min Top -131.371 -159.372 -1.665 -27.3264 -1153.8228 -3904.555 Level 1 A1 ENVE X Min Bottom -118.961 -92.426 -2.188 -38.4257 -0.5738 -3560.69 Level 1 A1.5 ENVE X Max Top 6.783 6.578 0.084 0.0682 0.6533 25.3126 -6.8 6.6 39.0 Level 1 A1.5 ENVE X Max Bottom 6.783 6.578 0.084 0.0682 0.1824 38.9792 Level 1 A1.5 ENVE X Min Top -6.783 -6.082 -0.084 -0.0682 -0.6533 -26.8002 Level 1 A1.5 ENVE X Min Bottom -6.783 -6.082 -0.084 -0.0682 -0.1824 -36.9116 Level 1 A1.6 ENVE X Max Top 336.111 79.271 0.147 0.4177 1.6098 218.2127 -336.1 79.3 990.3 Level 1 A1.6 ENVE X Max Bottom 336.111 79.271 0.147 0.4177 2.9309 990.3356 Level 1 A1.6 ENVE X Min Top -336.111 -79.271 -0.15 -0.4177 -1.6098 -197.629 Level 1 A1.6 ENVE X Min Bottom -336.111 -79.271 -0.15 -0.4177 -2.984 -990.3356 Level 1 W5 ENVE X Max Top 176.013 48.981 1.282 7.0714 5.4461 1533.9766 -217.7 49.0 1849.9 Level 1 W5 ENVE X Max Bottom 217.666 30.492 0.29 2.5379 0.6986 1849.869 Level 1 W5 ENVE X Min Top -176.013 -48.981 -1.282 -7.0714 -5.4461 -1533.977 Level 1 W5 ENVE X Min Bottom -217.666 -30.492 -0.29 -2.5379 -0.6986 -1849.869 Level 1 W4.5 ENVE X Max Top 76.933 30.347 0.133 2.0903 2.4339 795.7424 -76.9 30.3 999.5 Level 1 W4.5 ENVE X Max Bottom 76.933 30.347 0.133 2.0903 1.0998 999.5211 Level 1 W4.5 ENVE X Min Top -76.933 -30.347 -0.159 -2.0903 -2.4174 -795.7424 Level 1 W4.5 ENVE X Min Bottom -76.933 -30.347 -0.159 -2.0903 -1.0998 -988.9769 Level 1 W4 ENVE X Max Top 260.676 366.557 0.998 17.9728 5.7368 8325.669 -260.7 366.6 8616.5 Level 1 W4 ENVE X Max Bottom 260.676 366.557 0.998 17.9728 6.9854 4823.1076 Level 1 W4 ENVE X Min Top -260.676 -351.153 -0.998 -17.9728 -5.7368 -8616.465 Level 1 W4 ENVE X Min Bottom -260.676 -351.153 -0.998 -17.9728 -6.9854 -4950.898 Level 1 W1 ENVE X Max Top 2.131 111.024 0.709 4.9002 5.7906 826.1151 -2.1 111.0 858.1 Level 1 W1 ENVE X Max Bottom 2.131 111.024 0.709 4.9002 1.5759 377.1224 Level 1 W1 ENVE X Min Top -2.131 -111.024 -0.709 -4.9002 -5.7906 -858.1096 Level 1 W1 ENVE X Min Bottom -2.131 -111.024 -0.709 -4.9002 -1.5471 -377.1224 Level 1 W1.1 ENVE X Max Top 4.771 224.976 1.585 19.7369 15.6277 591.6032 -4.8 225.0 1578.7 Level 1 W1.1 ENVE X Max Bottom 4.771 224.976 1.585 19.7369 0.2211 1578.7333 Level 1 W1.1 ENVE X Min Top -4.771 -214.696 -1.585 -21.736 -15.6277 -671.0227 Level 1 W1.1 ENVE X Min Bottom -4.771 -214.696 -1.585 -21.736 -0.2211 -1555.353 Level 1 W5.1 ENVE X Max Top 109.634 27.033 1.126 8.057 0.4144 924.6658 -208.3 63.9 1316.2 Level 1 W5.1 ENVE X Max Bottom 208.318 63.865 0.204 2.0538 3.0023 1316.1967 Level 1 W5.1 ENVE X Min Top -109.634 -27.033 -1.126 -8.057 -0.4144 -924.6658 Level 1 W5.1 ENVE X Min Bottom -208.318 -63.865 -0.204 -2.0538 -3.0023 -1316.197 Level 1 W3.8 ENVE X Max Top 53.923 13.663 0.209 1.4615 0.4736 259.4029 -84.8 13.7 358.5 Level 1 W3.8 ENVE X Max Bottom 84.809 9.782 0.065 0.6207 0.6344 358.4694 Level 1 W3.8 ENVE X Min Top -53.923 -13.663 -0.209 -1.4615 -0.4736 -259.4029 Level 1 W3.8 ENVE X Min Bottom -84.809 -9.782 -0.065 -0.6207 -0.6344 -358.4694 Level 1 W3.9 ENVE X Max Top 108.959 16.348 0.093 0.2955 0.8061 148.7593 -109.0 16.3 148.8 Level 1 W3.9 ENVE X Max Bottom 108.959 16.348 0.093 0.2955 0.3444 14.7213 Level 1 W3.9 ENVE X Min Top -108.959 -16.348 -0.093 -0.316 -0.8061 -148.7593 Level 1 W3.9 ENVE X Min Bottom -108.959 -16.348 -0.093 -0.316 -0.3444 -14.7213 Level 1 E1.1 ENVE X Max Top 7.964 14 0.06 0.0679 0.7887 44.277 -9.2 14.0 95.7 Level 1 E1.1 ENVE X Max Bottom 7.964 14 0.06 0.0679 0.2215 95.7201 Level 1 E1.1 ENVE X Min Top -9.236 -14 -0.06 -0.0373 -0.7887 -44.277 Level 1 E1.1 ENVE X Min Bottom -9.236 -14 -0.06 -0.0373 -0.2215 -95.7201 Level 1 W4.1 ENVE X Max Top 32.48 13.715 0.34 0.6603 0.9494 158.0725 -32.5 13.7 240.2 Level 1 W4.1 ENVE X Max Bottom 32.48 13.715 0.34 0.6603 2.8152 240.1681 Level 1 W4.1 ENVE X Min Top -32.48 -13.715 -0.34 -0.6603 -0.9494 -158.0725 Level 1 W4.1 ENVE X Min Bottom -32.48 -13.715 -0.34 -0.6603 -2.8152 -240.1681 Level 1 E2 ENVE X Max Top 204.783 54.827 0.09 1.0606 1.7549 2152.5722 -265.2 68.4 2739.3 Level 1 E2 ENVE X Max Bottom 265.182 68.358 0.048 0.6364 2.3407 2739.3072 Level 1 E2 ENVE X Min Top -204.783 -54.827 -0.11 -0.8355 -1.7549 -2152.572 Level 1 E2 ENVE X Min Bottom -265.182 -68.358 -0.072 -0.3879 -2.3407 -2739.307 Level 1 W4.2 ENVE X Max Top 14.368 144.921 0.278 4.9938 1.8175 431.8307 -14.4 144.9 1333.2 Level 1 W4.2 ENVE X Max Bottom 14.368 144.921 0.278 4.9938 0.9627 1333.1576 Level 1 W4.2 ENVE X Min Top -14.368 -144.921 -0.278 -4.9938 -1.8175 -431.8307 Level 1 W4.2 ENVE X Min Bottom -14.368 -144.921 -0.278 -4.9938 -0.9627 -1333.158 Level 1 W4.3 ENVE X Max Top 0.309 7.556 0.148 0.8682 0.7774 2.1588 -16.9 24.3 171.0 Level 1 W4.3 ENVE X Max Bottom 16.949 24.284 0.257 0.3337 0.5611 170.9578 Level 1 W4.3 ENVE X Min Top -0.309 -6.942 -0.148 -0.8682 -0.7774 -2.1588 Level 1 W4.3 ENVE X Min Bottom -16.949 -24.284 -0.257 -0.3337 -0.5611 -170.9578 Level 1 W2.1 ENVE X Max Top 84.439 4.937 0.134 0.9901 1.8243 498.4594 -84.4 4.9 498.5 Level 1 W2.1 ENVE X Max Bottom 84.439 4.937 0.134 0.9901 0.4826 473.1954 Level 1 W2.1 ENVE X Min Top -84.439 -4.072 -0.134 -1.1775 -1.8243 -454.3827 Level 1 W2.1 ENVE X Min Bottom -84.439 -4.072 -0.134 -1.1775 -0.4826 -463.7935 Level 1 I1 ENVE X Max Top 257.018 32.704 0.089 1.033 2.0911 444.8792 -257.0 32.7 581.6 Level 1 I1 ENVE X Max Bottom 257.018 32.704 0.089 1.033 1.2003 581.6174 Level 1 I1 ENVE X Min Top -257.018 -32.704 -0.089 -1.0879 -2.0911 -485.8697 Level 1 I1 ENVE X Min Bottom -257.018 -32.704 -0.089 -1.0879 -1.2984 -581.6174 Level 1 J1 ENVE X Max Top 212.195 53.408 1.375 9.4672 3.1647 1807.9598 -212.2 54.8 1808.0 Level 1 J1 ENVE X Max Bottom 203.593 22.531 0.093 0.6763 2.6323 1730.4647 Level 1 J1 ENVE X Min Top -212.195 -54.846 -1.375 -9.4672 -3.3235 -1807.96 Level 1 J1 ENVE X Min Bottom -203.593 -22.531 -0.093 -0.6763 -2.7583 -1730.465 Level 1 W1.2 ENVE X Max Top 46.855 45.628 1.194 3.141 0.4017 196.8843 -55.0 45.6 249.4 Level 1 W1.2 ENVE X Max Bottom 54.979 12.929 0.064 0.2882 0.7213 249.3555 Level 1 W1.2 ENVE X Min Top -46.855 -39.808 -1.194 -3.141 -0.4017 -196.8843 Level 1 W1.2 ENVE X Min Bottom -54.979 -12.929 -0.064 -0.2882 -0.7213 -249.3555 Level 1 D1.1 ENVE X Max Top 307.608 44.315 0.154 1.2473 4.3412 316.6144 -304.1 44.3 759.8 CL20 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Level 1 D1.1 ENVE X Max Bottom 307.608 44.315 0.154 1.2473 3.1368 759.7636 Level 1 D1.1 ENVE X Min Top -304.126 -44.315 -0.154 -1.2473 -4.3412 -316.6144 Level 1 D1.1 ENVE X Min Bottom -304.126 -44.315 -0.154 -1.2473 -3.1368 -759.7636 Level 1 D1.2 ENVE X Max Top 52.043 14.17 0.018 0.4097 0.2655 72.7204 -52.0 14.2 72.7 Level 1 D1.2 ENVE X Max Bottom 52.043 14.17 0.018 0.4097 0.4417 68.9804 Level 1 D1.2 ENVE X Min Top -52.043 -14.17 -0.018 -0.4097 -0.2655 -72.7204 Level 1 D1.2 ENVE X Min Bottom -52.043 -14.17 -0.018 -0.4097 -0.4417 -68.9804 Level 1 E1.2 ENVE X Max Top 120.328 21.533 0.074 0.607 2.1274 38.261 -120.3 21.5 253.6 Level 1 E1.2 ENVE X Max Bottom 120.328 21.533 0.074 0.607 1.7579 253.591 Level 1 E1.2 ENVE X Min Top -120.328 -21.533 -0.074 -0.607 -2.1274 -38.261 Level 1 E1.2 ENVE X Min Bottom -120.328 -21.533 -0.074 -0.607 -1.7579 -253.591 CL21 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Pier Forces ENVE Y (k-in)strong axis weak axis weak axis strong axis Story Pier Load Loc P V2 V3 T M2 M3 Pu (k) Vu (k) Mu (k-ft) Level 2 A1.1 ENVE Y Max Top 38.568 49.526 0.566 0.6904 6.057 261.8772 -61.3 49.5 486.5 Level 2 A1.1 ENVE Y Max Bottom 38.568 49.526 0.566 0.6904 3.5616 486.5132 Level 2 A1.1 ENVE Y Min Top -61.281 -36.39 -0.566 -0.843 -6.057 -355.434 Level 2 A1.1 ENVE Y Min Bottom -61.281 -36.39 -0.566 -0.843 -3.5616 -356.7473 Level 2 A1.2 ENVE Y Max Top 25.46 54.491 0.11 0.4294 1.2331 292.9162 -32.5 54.5 483.6 Level 2 A1.2 ENVE Y Max Bottom 25.46 54.491 0.11 0.4294 0.6415 483.6379 Level 2 A1.2 ENVE Y Min Top -32.516 -36.21 -0.11 -0.4294 -1.2331 -442.705 Level 2 A1.2 ENVE Y Min Bottom -32.516 -36.21 -0.11 -0.4294 -0.6415 -322.6607 Level 2 W5 ENVE Y Max Top 335.782 73.761 1.849 1.3653 5.1742 904.3962 -257.9 73.8 904.4 Level 2 W5 ENVE Y Max Bottom 335.782 73.761 1.849 1.3653 24.2413 865.4553 Level 2 W5 ENVE Y Min Top -257.909 -73.761 -1.341 -2.3301 -7.1922 -904.3962 Level 2 W5 ENVE Y Min Bottom -257.909 -73.761 -1.341 -2.3301 -17.6292 -865.4553 Level 2 W4.5 ENVE Y Max Top 187.028 96.554 2.442 2.5852 12.5203 1220.1907 -257.4 96.6 1220.2 Level 2 W4.5 ENVE Y Max Bottom 187.028 96.554 2.442 2.5852 25.838 724.8535 Level 2 W4.5 ENVE Y Min Top -257.387 -96.554 -1.904 -3.5246 -15.6734 -916.5649 Level 2 W4.5 ENVE Y Min Bottom -257.387 -96.554 -1.904 -3.5246 -19.8487 -724.8535 Level 2 W5.1 ENVE Y Max Top 124.377 79.379 0.586 2.2947 5.2279 508.9334 -121.2 79.4 840.5 Level 2 W5.1 ENVE Y Max Bottom 124.377 79.379 0.586 2.2947 4.7336 840.5093 Level 2 W5.1 ENVE Y Min Top -121.203 -79.379 -0.586 -2.7371 -5.2279 -508.9334 Level 2 W5.1 ENVE Y Min Bottom -121.203 -79.379 -0.586 -2.7371 -4.7336 -840.5093 Level 2 W3.8 ENVE Y Max Top 98.114 74.079 0.288 0.9158 2.1436 592.8454 -98.1 74.1 666.5 Level 2 W3.8 ENVE Y Max Bottom 98.114 74.079 0.288 0.9158 2.7321 666.4924 Level 2 W3.8 ENVE Y Min Top -98.114 -74.079 -0.287 -1.1186 -2.1808 -592.8454 Level 2 W3.8 ENVE Y Min Bottom -98.114 -74.079 -0.287 -1.1186 -2.7321 -666.4924 Level 2 W3.9 ENVE Y Max Top 56.604 39.951 0.269 0.5005 2.1237 339.1663 -56.8 40.0 340.0 Level 2 W3.9 ENVE Y Max Bottom 56.604 39.951 0.269 0.5005 2.5812 339.9951 Level 2 W3.9 ENVE Y Min Top -56.845 -39.951 -0.269 -0.5411 -2.1237 -339.1663 Level 2 W3.9 ENVE Y Min Bottom -56.845 -39.951 -0.269 -0.5411 -2.5042 -339.9951 Level 2 E1.1 ENVE Y Max Top 34.27 28.695 0.119 0.7423 0.9618 247.7566 -34.3 28.7 247.8 Level 2 E1.1 ENVE Y Max Bottom 34.27 28.695 0.119 0.7423 1.0534 240.0555 Level 2 E1.1 ENVE Y Min Top -34.27 -28.695 -0.119 -0.7423 -0.9618 -247.7566 Level 2 E1.1 ENVE Y Min Bottom -34.27 -28.695 -0.119 -0.7423 -1.0534 -240.0555 Level 2 W4.1 ENVE Y Max Top 12.449 56.062 0.359 0.7891 2.6526 462.9243 -12.4 56.1 490.1 Level 2 W4.1 ENVE Y Max Bottom 12.449 56.062 0.359 0.7891 3.3059 490.1251 Level 2 W4.1 ENVE Y Min Top -12.449 -56.062 -0.34 -0.9697 -2.8001 -462.9243 Level 2 W4.1 ENVE Y Min Bottom -12.449 -56.062 -0.34 -0.9697 -3.1269 -490.1251 Level 2 E2 ENVE Y Max Top 50.807 281.75 0.44 1.8753 3.1435 1399.4867 -50.8 281.8 3285.6 Level 2 E2 ENVE Y Max Bottom 50.807 281.75 0.44 1.8753 4.3313 3285.6403 Level 2 E2 ENVE Y Min Top -50.807 -275.596 -0.44 -2.2533 -3.1435 -1592.65 Level 2 E2 ENVE Y Min Bottom -50.807 -275.596 -0.44 -2.2533 -4.3313 -3285.64 Level 2 W2.1 ENVE Y Max Top 99.557 49.864 0.457 1.0662 3.2505 347.4137 -67.7 49.9 500.3 Level 2 W2.1 ENVE Y Max Bottom 99.557 49.864 0.457 1.0662 3.2982 500.2791 Level 2 W2.1 ENVE Y Min Top -67.735 -49.864 -0.317 -1.0662 -4.4657 -347.4137 Level 2 W2.1 ENVE Y Min Bottom -67.735 -49.864 -0.317 -1.0662 -2.146 -500.2791 Level 2 I1 ENVE Y Max Top 58.586 108.583 0.511 2.1986 3.6892 548.7969 -58.6 108.6 1220.8 Level 2 I1 ENVE Y Max Bottom 58.586 108.583 0.511 2.1986 4.446 1220.8206 Level 2 I1 ENVE Y Min Top -58.586 -79.398 -0.46 -2.1986 -4.2489 -625.0936 Level 2 I1 ENVE Y Min Bottom -58.586 -79.398 -0.46 -2.1986 -4.1368 -861.9249 Level 2 J1 ENVE Y Max Top 87.8 203.445 0.4 1.4482 2.306 585.6342 -87.8 203.4 2334.0 Level 2 J1 ENVE Y Max Bottom 87.8 203.445 0.4 1.4482 4.4862 2333.9954 Level 2 J1 ENVE Y Min Top -87.8 -115.691 -0.4 -1.4482 -2.306 -1124.562 Level 2 J1 ENVE Y Min Bottom -87.8 -115.691 -0.4 -1.4482 -4.4862 -1381.109 Level 2 W1.2 ENVE Y Max Top 67.115 62.195 0.314 1.0612 1.278 399.7978 -104.5 62.2 602.1 Level 2 W1.2 ENVE Y Max Bottom 67.115 62.195 0.314 1.0612 3.2775 602.1027 Level 2 W1.2 ENVE Y Min Top -104.505 -56.982 -0.197 -1.0612 -2.0595 -455.207 Level 2 W1.2 ENVE Y Min Bottom -104.505 -56.982 -0.197 -1.0612 -2.081 -568.8924 Level 2 D1.1 ENVE Y Max Top 62.388 203.957 0.352 2.2853 2.6618 1347.7691 -62.4 204.0 2017.8 Level 2 D1.1 ENVE Y Max Bottom 62.388 203.957 0.352 2.2853 3.3302 2017.7949 Level 2 D1.1 ENVE Y Min Top -62.388 -189.442 -0.352 -2.942 -2.6618 -1449.474 Level 2 D1.1 ENVE Y Min Bottom -62.388 -189.442 -0.352 -2.942 -3.3302 -1872.752 Level 2 D1.2 ENVE Y Max Top 40.556 34.021 0.153 0.3657 1.2791 279.0667 -40.6 34.0 290.3 Level 2 D1.2 ENVE Y Max Bottom 40.556 34.021 0.153 0.3657 1.3153 288.0105 Level 2 D1.2 ENVE Y Min Top -40.556 -32.409 -0.153 -0.4841 -1.2791 -290.3402 Level 2 D1.2 ENVE Y Min Bottom -40.556 -32.409 -0.153 -0.4841 -1.3153 -271.8872 Level 2 A1.3 ENVE Y Max Top 39.259 286.034 0.192 0.6041 1.4254 1542.3628 -39.3 286.0 2885.7 Level 2 A1.3 ENVE Y Max Bottom 39.259 286.034 0.192 0.6041 1.843 2885.653 Level 2 A1.3 ENVE Y Min Top -39.259 -221.099 -0.192 -0.9179 -1.4254 -1976.927 Level 2 A1.3 ENVE Y Min Bottom -39.259 -221.099 -0.192 -0.9179 -1.843 -2216.313 Level 2 E1.2 ENVE Y Max Top 16.573 43.539 0.283 1.1364 2.2639 362.7226 -16.6 43.5 377.4 Level 2 E1.2 ENVE Y Max Bottom 16.573 43.539 0.283 1.1364 2.5431 377.4463 Level 2 E1.2 ENVE Y Min Top -16.573 -43.539 -0.283 -1.2362 -2.2639 -362.7226 Level 2 E1.2 ENVE Y Min Bottom -16.573 -43.539 -0.283 -1.2362 -2.5431 -377.4463 CL22 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Level 1 A1 ENVE Y Max Top 128.617 313.883 0.636 17.2117 451.9198 3167.4223 -174.7 313.9 3993.2 Level 1 A1 ENVE Y Max Bottom 99.983 265.48 1.29 16.2091 0.1812 1305.8995 Level 1 A1 ENVE Y Min Top -174.715 -238.183 -0.619 -16.3748 -451.9198 -3993.174 Level 1 A1 ENVE Y Min Bottom -134.765 -191.85 -1.29 -16.2091 -0.1693 -1305.9 Level 1 A1.5 ENVE Y Max Top 6.079 2.031 0.093 0.1546 0.7629 11.7892 -6.1 2.0 13.2 Level 1 A1.5 ENVE Y Max Bottom 6.079 2.031 0.093 0.1546 0.1816 13.2036 Level 1 A1.5 ENVE Y Min Top -6.079 -2.031 -0.093 -0.1546 -0.7629 -13.0199 Level 1 A1.5 ENVE Y Min Bottom -6.079 -2.031 -0.093 -0.1546 -0.1675 -13.2036 Level 1 A1.6 ENVE Y Max Top 254.33 153.144 0.115 0.5126 0.706 263.2572 -254.3 153.1 1794.7 Level 1 A1.6 ENVE Y Max Bottom 254.33 153.144 0.115 0.5126 1.1669 1794.6927 Level 1 A1.6 ENVE Y Min Top -254.33 -125.982 -0.095 -0.4402 -0.706 -157.5892 Level 1 A1.6 ENVE Y Min Bottom -254.33 -125.982 -0.095 -0.4402 -1.1669 -1417.411 Level 1 W5 ENVE Y Max Top 168.051 21.904 0.839 4.2998 3.156 1417.6176 -180.7 30.7 1552.9 Level 1 W5 ENVE Y Max Bottom 182.717 30.685 0.177 1.64 1.8252 1552.8859 Level 1 W5 ENVE Y Min Top -153.365 -21.904 -0.839 -4.2998 -3.156 -1310.739 Level 1 W5 ENVE Y Min Bottom -180.713 -30.685 -0.177 -1.64 -1.2804 -1535.833 Level 1 W4.5 ENVE Y Max Top 229.508 27.709 0.081 4.5099 2.9885 405.9154 -342.8 35.0 405.9 Level 1 W4.5 ENVE Y Max Bottom 229.508 27.709 0.081 4.5099 2.206 315.5534 Level 1 W4.5 ENVE Y Min Top -342.844 -35.041 -0.078 -3.5843 -2.1493 -405.9154 Level 1 W4.5 ENVE Y Min Bottom -342.844 -35.041 -0.078 -3.5843 -1.768 -315.5534 Level 1 W4 ENVE Y Max Top 533.21 106.707 1.073 27.3043 5.9249 8745.7157 -424.8 106.7 8745.7 Level 1 W4 ENVE Y Max Bottom 533.21 106.707 1.073 27.3043 16.4287 8296.2847 Level 1 W4 ENVE Y Min Top -424.826 -106.707 -1.073 -32.2611 -5.8726 -6320.996 Level 1 W4 ENVE Y Min Bottom -424.826 -106.707 -1.073 -32.2611 -13.9813 -5283.835 Level 1 W1 ENVE Y Max Top 5.074 113.425 1.785 13.0773 16.3426 388.8743 -3.9 113.4 1269.6 Level 1 W1 ENVE Y Max Bottom 5.074 113.425 1.785 13.0773 0.8364 1055.3522 Level 1 W1 ENVE Y Min Top -3.937 -113.425 -1.636 -11.9279 -17.8153 -388.8743 Level 1 W1 ENVE Y Min Bottom -3.937 -113.425 -1.636 -11.9279 -0.8528 -1269.559 Level 1 W1.1 ENVE Y Max Top 6.742 120.093 1.621 9.3835 14.201 230.5278 -8.0 120.1 935.2 Level 1 W1.1 ENVE Y Max Bottom 6.742 120.093 1.621 9.3835 0.1444 935.2242 Level 1 W1.1 ENVE Y Min Top -7.97 -107.988 -1.435 -13.0049 -16.0737 -265.7017 Level 1 W1.1 ENVE Y Min Bottom -7.97 -107.988 -1.435 -13.0049 -0.1444 -886.3983 Level 1 W5.1 ENVE Y Max Top 142.489 27.412 1.083 7.9329 0.8058 1193.8897 -298.9 49.5 1193.9 Level 1 W5.1 ENVE Y Max Bottom 298.92 49.532 0.569 2.4363 5.8781 883.9875 Level 1 W5.1 ENVE Y Min Top -142.489 -27.412 -1.083 -7.9329 -0.8058 -1193.89 Level 1 W5.1 ENVE Y Min Bottom -298.92 -49.532 -0.552 -2.39 -5.8781 -883.9875 Level 1 W3.8 ENVE Y Max Top 102.334 7.324 0.337 1.5485 0.533 461.0885 -245.7 22.2 461.1 Level 1 W3.8 ENVE Y Max Bottom 235.305 22.219 0.068 1.4693 1.3157 140.1459 Level 1 W3.8 ENVE Y Min Top -103.986 -7.324 -0.551 -2.2092 -0.533 -457.8239 Level 1 W3.8 ENVE Y Min Bottom -245.749 -21.924 -0.068 -1.6358 -1.3157 -140.1459 Level 1 W3.9 ENVE Y Max Top 161.259 14.221 0.137 0.3161 0.6167 98.2995 -161.3 14.2 98.3 Level 1 W3.9 ENVE Y Max Bottom 161.259 14.221 0.137 0.3161 0.8299 43.9153 Level 1 W3.9 ENVE Y Min Top -161.259 -14.221 -0.137 -0.2127 -0.6167 -98.2995 Level 1 W3.9 ENVE Y Min Bottom -161.259 -14.221 -0.137 -0.2127 -0.8183 -45.7944 Level 1 E1.1 ENVE Y Max Top 3.676 26.202 0.094 0.118 0.9519 80.1808 -4.5 26.2 181.8 Level 1 E1.1 ENVE Y Max Bottom 3.676 26.202 0.094 0.118 0.1137 181.8348 Level 1 E1.1 ENVE Y Min Top -4.487 -26.202 -0.094 -0.0877 -0.9519 -80.1808 Level 1 E1.1 ENVE Y Min Bottom -4.487 -26.202 -0.094 -0.0877 -0.1137 -181.8348 Level 1 W4.1 ENVE Y Max Top 56.399 18.854 1 0.71 2.6051 130.9183 -56.3 18.9 135.9 Level 1 W4.1 ENVE Y Max Bottom 56.399 18.854 1 0.71 7.2223 135.9454 Level 1 W4.1 ENVE Y Min Top -56.266 -18.854 -0.962 -0.7947 -2.7746 -130.9183 Level 1 W4.1 ENVE Y Min Bottom -56.266 -18.854 -0.962 -0.7947 -7.1212 -135.9454 Level 1 E2 ENVE Y Max Top 96.079 135.801 0.065 0.8124 1.0088 1037.3949 -222.1 135.8 2293.0 Level 1 E2 ENVE Y Max Bottom 222.082 124.517 0.081 0.773 0.9779 2293.0247 Level 1 E2 ENVE Y Min Top -96.079 -130.634 -0.058 -0.6496 -1.0088 -1037.395 Level 1 E2 ENVE Y Min Bottom -222.082 -124.517 -0.068 -0.7252 -0.9779 -2293.025 Level 1 W4.2 ENVE Y Max Top 31.395 59.069 0.592 5.2225 2.6605 608.4772 -28.4 59.1 1034.8 Level 1 W4.2 ENVE Y Max Bottom 31.395 59.069 0.592 5.2225 2.8094 1034.8008 Level 1 W4.2 ENVE Y Min Top -28.359 -59.069 -0.518 -5.2225 -3.1061 -618.905 Level 1 W4.2 ENVE Y Min Bottom -28.359 -59.069 -0.518 -5.2225 -2.5183 -1034.801 Level 1 W4.3 ENVE Y Max Top 0.174 3.743 0.148 1.0441 0.6977 1.2545 -28.3 15.0 101.5 Level 1 W4.3 ENVE Y Max Bottom 26.319 15.012 0.457 0.7256 1.7894 101.5442 Level 1 W4.3 ENVE Y Min Top -0.174 -3.024 -0.117 -0.8419 -0.7106 -1.2545 Level 1 W4.3 ENVE Y Min Bottom -28.309 -15.012 -0.422 -0.7948 -1.5847 -101.5442 Level 1 W2.1 ENVE Y Max Top 230.725 20.489 0.075 1.2172 2.4344 183.8061 -158.2 20.5 227.2 Level 1 W2.1 ENVE Y Max Bottom 230.725 20.489 0.075 1.2172 1.7861 178.6175 Level 1 W2.1 ENVE Y Min Top -158.247 -9.919 -0.075 -0.6206 -1.8559 -227.176 Level 1 W2.1 ENVE Y Min Bottom -158.247 -9.919 -0.075 -0.6206 -1.1036 -178.6175 Level 1 I1 ENVE Y Max Top 149.494 104.916 0.26 0.7428 2.3188 431.4924 -149.5 104.9 1480.7 Level 1 I1 ENVE Y Max Bottom 149.494 104.916 0.26 0.7428 0.4896 1480.654 Level 1 I1 ENVE Y Min Top -149.494 -80.151 -0.183 -1.0545 -2.3339 -284.2925 Level 1 I1 ENVE Y Min Bottom -149.494 -80.151 -0.183 -1.0545 -0.5544 -1028.713 Level 1 J1 ENVE Y Max Top 111.264 106.363 1.251 8.787 1.4033 961.8973 -170.1 106.4 1444.7 Level 1 J1 ENVE Y Max Bottom 170.11 97.911 0.1 0.7203 1.1443 1444.7072 Level 1 J1 ENVE Y Min Top -111.264 -65.498 -1.251 -8.787 -1.4033 -961.8973 Level 1 J1 ENVE Y Min Bottom -170.11 -59.494 -0.124 -0.9541 -1.1443 -1444.707 Level 1 W1.2 ENVE Y Max Top 96.374 16.46 1.021 3.0784 0.6598 703.6423 -153.3 26.2 703.6 Level 1 W1.2 ENVE Y Max Bottom 104.599 18.851 0.344 1.4714 2.1746 635.7039 Level 1 W1.2 ENVE Y Min Top -153.252 -26.181 -1.021 -2.8936 -0.9068 -440.852 Level 1 W1.2 ENVE Y Min Bottom -138.629 -18.412 -0.195 -0.8015 -1.424 -478.2674 Level 1 D1.1 ENVE Y Max Top 98.646 155.138 0.134 1.3138 1.6713 387.7748 -98.6 155.1 1859.5 CL23 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Level 1 D1.1 ENVE Y Max Bottom 98.646 155.138 0.134 1.3138 1.4495 1859.518 Level 1 D1.1 ENVE Y Min Top -98.646 -144.666 -0.134 -1.3138 -1.6713 -387.7748 Level 1 D1.1 ENVE Y Min Bottom -98.646 -144.666 -0.134 -1.3138 -1.4495 -1834.433 Level 1 D1.2 ENVE Y Max Top 47.316 22.552 0.033 0.1693 0.1539 96.0941 -47.3 22.6 129.4 Level 1 D1.2 ENVE Y Max Bottom 47.316 22.552 0.033 0.1693 0.4473 129.4305 Level 1 D1.2 ENVE Y Min Top -47.316 -22.552 -0.029 -0.1693 -0.1539 -96.0941 Level 1 D1.2 ENVE Y Min Bottom -47.316 -22.552 -0.029 -0.1693 -0.4473 -129.4305 Level 1 E1.2 ENVE Y Max Top 46.449 45.434 0.176 0.3694 1.5029 75.8788 -46.4 45.4 530.2 Level 1 E1.2 ENVE Y Max Bottom 46.449 45.434 0.176 0.3694 1.0918 530.2153 Level 1 E1.2 ENVE Y Min Top -46.449 -45.434 -0.165 -0.3694 -1.5029 -75.8788 Level 1 E1.2 ENVE Y Min Bottom -46.449 -45.434 -0.165 -0.3694 -1.0918 -530.2153 CL24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Shear Design for Shear Walls - ACI 318-14tw db sΦv =0.6 21.2.4.18 0.5 18ΦVn = ΦAcv(ac√(f'c)+ρvfy)18.10.4.110 0.5 1512 0.625 1814 0.625 16ETABS18.10.2.1 18.10.2.2Table R18.10.1 18.10.4.1 18.10.4.4Pier 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 CheckA1.1 Level 2 49.5 1.3 64.4 5000 60 3.0 8 17.00 288 224 20 0.002522 0.625 18 0.0043OK PIER4.5 5.7 2.0 69OK OK 0.72A1.2 Level 2 54.5 1.3 70.8 5000 60 3.3 8 17.00 312 227 22 0.002522 0.625 18 0.0043OK PIER4.9 5.2 2.0 74OK OK 0.73W5 Level 2 189.1 1.3 245.8 5000 60 17.5 8 17.00 1680 146 119 0.0025 1 2 0.625 18 0.0043OK OK26.3 1.0 3.0 472OK OK 0.40W4.5 Level 2 123.1 1.3 160.0 5000 60 13.0 8 17.00 1248 128 88 0.0025 1 2 0.625 18 0.0043OK OK19.5 1.3 3.0 350OK OK 0.35W5.1 Level 2 216.0 1.3 280.7 5000 60 17.5 8 17.00 1680 167 119 0.0025 1 2 0.625 18 0.0043OK OK26.3 1.0 3.0 472OK OK 0.46W3.8 Level 2 124.4 1.3 161.7 5000 60 8.8 8 17.00 840 192 59 0.002522 0.625 18 0.0043OK OK13.1 1.9 2.1 204OK OK 0.61W3.9 Level 2 73.8 1.3 96.0 5000 60 5.0 8 17.00 480 200 34 0.002522 0.625 18 0.0043OK OK7.5 3.4 2.0 114OK OK 0.65E1.1 Level 2 28.7 1.3 37.3 5000 60 4.8 8 17.00 456 82 32 0.002522 0.625 18 0.0043OK OK7.1 3.6 2.0 109OK OK 0.26W4.1 Level 2 88.2 1.3 114.7 5000 60 8.0 8 17.00 768 149 54 0.002522 0.625 18 0.0043OK OK12.0 2.1 2.0 183OK OK 0.48E2 Level 2 281.8 1.3 366.3 5000 60 21.0 8 17.00 2016 182 143 0.0025 1 2 0.625 18 0.0043OK OK31.5 0.8 3.0 566OK OK 0.50W2.1 Level 2 108.2 1.3 140.7 5000 60 9.5 8 17.00 912 154 64 0.0025 1 2 0.625 18 0.0043OK OK14.3 1.8 2.4 234OK OK 0.46I1 Level 2 108.6 1.3 141.2 5000 60 13.0 8 17.00 1248 113 88 0.0025 1 2 0.625 18 0.0043OK OK19.5 1.3 3.0 350OK OK 0.31J1 Level 2 203.4 1.3 264.5 5000 60 17.5 8 17.00 1680 157 119 0.0025 1 2 0.625 18 0.0043OK OK26.3 1.0 3.0 472OK OK 0.43W1.2 Level 2 130.4 1.3 169.5 5000 60 9.5 8 17.00 912 186 64 0.002522 0.625 18 0.0043OK OK14.3 1.8 2.4 234OK OK 0.56D1.1 Level 2 204.0 1.3 265.1 5000 60 14.5 8 17.00 1392 190 98 0.002522 0.625 18 0.0043OK OK21.8 1.2 3.0 391OK OK 0.52D1.2 Level 2 34.0 1.3 44.2 5000 60 3.7 8 17.00 352.32 126 25 0.002522 0.625 18 0.0043OK PIER5.5 4.6 2.0 84OK OK 0.41A1.3 Level 2 286.0 1.3 371.8 5000 60 9.4 8 17.00 903.36 412 64 0.002522 0.625 12 0.0064OK OK14.1 1.8 2.4 299OK OK 0.96E1.2 Level 2 43.5 1.3 56.6 5000 60 8.3 8 17.00 792 71 56 0.002522 0.625 18 0.0043OK OK12.4 2.1 2.0 189OK OK 0.23A1 Level 1 313.9 1.3 408.0 5000 60 63.5 8 10.00 6096 67 431 0.002 110.625 18 0.0021OK OK95.3 0.2 3.0 1243OK OK 0.25A1.5 Level 1 6.6 1.3 8.6 5000 60 7.5 8 10.00 720 12 51 0.002 110.625 18 0.0021OK OK11.3 1.3 3.0 147OK OK 0.04A1.6 Level 1 153.1 1.3 199.1 5000 60 14.3 8 10.00 1368 146 97 0.0025 1 2 0.625 18 0.0043OK OK21.4 0.7 3.0 384OK OK 0.40W5 Level 1 49.0 1.3 63.7 5000 60 17.5 8 10.00 1680 38 119 0.002 110.625 18 0.0021OK OK26.3 0.6 3.0 343OK OK 0.14W4.5 Level 1 35.0 1.3 45.6 5000 60 13.0 8 10.00 1248 37 88 0.0021 2 0.625 18 0.0043OK OK19.5 0.8 3.0 350OK OK 0.10W4 Level 1 366.6 1.3 476.5 5000 60 74.0 8 10.00 7104 67 502 0.002 110.625 18 0.0021OK OK111.0 0.1 3.0 1449OK OK 0.25W1 Level 1 113.4 1.3 147.5 5000 60 101.0 8 10.00 9696 15 686 0.002 110.625 18 0.0021OK OK151.5 0.1 3.0 1978OK OK 0.06W1.1 Level 1 225.0 1.3 292.5 5000 60 72.5 8 10.00 6960 42 492 0.002 110.625 18 0.0021OK OK108.8 0.1 3.0 1420OK OK 0.16W5.1 Level 1 63.9 1.3 83.0 5000 60 17.5 8 10.00 1680 49 119 0.002 110.625 18 0.0021OK OK26.3 0.6 3.0 343OK OK 0.19W3.8 Level 1 22.2 1.3 28.9 5000 60 8.8 8 10.00 840 34 59 0.002 1 20.625 18 0.0043OK OK13.1 1.1 3.0 236OK OK 0.09W3.9 Level 1 16.3 1.3 21.3 5000 60 5.0 8 10.00 480 44 34 0.002 1 20.625 18 0.0043OK OK7.5 2.0 2.0 114OK OK 0.14E1.1 Level 1 26.2 1.3 34.1 5000 60 4.8 8 10.00 456 75 32 0.002522 0.625 18 0.0043OK OK7.1 2.1 2.0 109OK OK 0.24W4.1 Level 1 18.9 1.3 24.5 5000 60 8.0 8 10.00 768 32 54 0.002 1 20.625 18 0.0043OK OK12.0 1.3 3.0 216OK OK 0.09E2 Level 1 135.8 1.3 176.5 5000 60 21.0 8 10.00 2016 88 143 0.0025 1 2 0.625 18 0.0043OK OK31.5 0.5 3.0 566OK OK 0.24W4.2 Level 1 144.9 1.3 188.4 5000 60 37.5 8 10.00 3600 52 255 0.002 1 2 0.625 18 0.0043OK OK56.3 0.3 3.0 1010OK OK 0.14W4.3 Level 1 24.3 1.3 31.6 5000 60 12.5 8 10.00 1200 26 85 0.002110.625 18 0.0021OK OK18.8 0.8 3.0 245OK OK 0.10W2.1 Level 1 20.5 1.3 26.6 5000 60 9.5 8 10.00 912 29 64 0.002 110.625 18 0.0021OK OK14.3 1.1 3.0 186OK OK 0.11I1 Level 1 104.9 1.3 136.4 5000 60 13.0 8 10.00 1248 109 88 0.0025 1 2 0.625 18 0.0043OK OK19.5 0.8 3.0 350OK OK 0.30J1 Level 1 106.4 1.3 138.3 5000 60 17.5 8 10.00 1680 82 119 0.0025 1 2 0.625 18 0.0043OK OK26.3 0.6 3.0 472OK OK 0.23W1.2 Level 1 45.6 1.3 59.3 5000 60 9.5 8 10.00 912 65 64 0.002 1 20.625 18 0.0043OK OK14.3 1.1 3.0 256OK OK 0.18D1.1 Level 1 155.1 1.3 201.7 5000 60 14.5 8 10.00 1392 145 98 0.0025 1 2 0.625 18 0.0043OK OK21.8 0.7 3.0 391OK OK 0.40D1.2 Level 1 22.6 1.3 29.3 5000 60 3.7 8 10.00 352.32 83 25 0.002522 0.625 18 0.0043OK PIER5.5 2.7 2.0 84OK OK 0.27E1.2 Level 1 45.4 1.3 59.1 5000 60 8.3 8 10.00 792 75 56 0.0025 12 0.625 18 0.0043OK OK12.4 1.2 3.0 222OK OK 0.20CL25HORIZONTAL REINFORCEMENT - CONCRETE WALLSRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Boundary Element Design for Shear Walls - ACI 318-14# db sCd =5.01 0.625 15IE =1.02 0.625 18ENVE XY ETABSStory Overall ETABS 18.10.6.2Row # Row # Pier StoryVuρf'cfyLwtwhwhwN.A. DepthδxeδucmaxB.E. # ofdb,ts Pu,min0.9PD - PEMuΦMnDCRbPu,min0.9PD - PEMuΦMnDCRb(k) (psi) (ksi) (ft) (in) (ft) (ft) (in) (in) (in) (in) Required? curtains (in) (in) (k) (k-ft) (k-ft) (k) (k-ft) (k-ft)16686E1.2 Level 1 59.0642 1.3 5000 60 8.25 8 10 27 4.31 0.15 0.75 17.6 NO 20.625 18-120.328 -91.528 329.6683 6060.54-46.449 -17.649 79.5323 1050.7616284D1.2 Level 1 29.3176 1.3 5000 60 3.67 8 10 27 8.43 0.15 0.75 7.8293333 YES 20.62518.00 -52.043 -14.063 94.53652 1050.90-47.316 -9.336 19.41458 1050.1815882D1.1 Level 1 201.6794 1.3 5000 60 14.5 8 10 27 8.3 0.15 0.75 30.933333 NO 20.625 18.00-304.126 -167.506 987.6927 16930.58-98.646 37.974 278.9277 16930.1615480W1.2 Level 1 59.3164 1.3 5000 60 9.5 8 10 27 8.7 0.15 0.75 20.266667 NO 20.625 18.00-54.979 -21.679 324.1622 7680.42-153.252 -119.952 105.5463 23570.0415078J1 Level 1 138.2719 1.3 5000 60 17.5 8 10 27 8.43 0.15 0.75 37.333333 NO 20.62518.00 -212.195 -160.985 2350.348 23571.00-170.11 -118.9 216.7061 16930.1314676I1 Level 1 136.3908 1.3 5000 60 13 8 10 27 8.3 0.15 0.75 27.733333 NO 20.625 18.00-257.018 -236.498 756.1026 16930.45-149.494 -128.974 222.0981 15420.1414274W2.1 Level 1 26.6357 1.3 5000 60 9.5 8 10 27 30.07 0.15 0.75 20.266667 YES 10.625 18.00-84.439 89.261 647.9972 7690.84-158.247 15.453 34.0764 15420.0213872W4.3 Level 1 31.5692 1.3 5000 60 12.5 8 10 27 30.07 0.15 0.75 26.666667 YES 10.625 18.00-16.949 4.471 222.2451 154280.01-28.309 -6.889 15.23163 154280.0013470W4.2 Level 1 188.3973 1.3 5000 60 37.5 8 10 27 8.7 0.15 0.75 80 NO 20.625 18.00-14.368 42.602 1733.105 154280.11-28.359 28.611 155.2201 23570.0713068E2 Level 1 176.5413 1.3 5000 60 21 8 10 27 8.3 0.15 0.75 44.8 NO 20.625 18.00-265.182 -167.802 3561.099 43610.82-222.082 -124.702 343.9537 15420.2212666W4.1 Level 1 24.5102 1.3 5000 60 8 8 10 27 5.96 0.15 0.75 17.066667 NO 20.625 18-32.48 -4.4 312.2185 7060.44-56.266 -28.186 20.39181 7060.0312264E1.1 Level 1 34.0626 1.3 5000 60 4.75 8 10 27 4.38 0.15 0.75 10.133333 NO 20.625 18-9.236 11.014 124.4361 1400.89-4.487 15.763 27.27522 1400.1911862W3.9 Level 1 21.2524 1.3 5000 60 5 8 10 27 8.3 0.15 0.75 10.666667 NO 20.625 18.00-108.959 -67.829 193.3871 2070.93-161.259 -120.129 14.74493 2070.0711460W3.8 Level 1 28.8847 1.3 5000 60 8.75 8 10 27 8.7 0.15 0.75 18.666667 NO 20.625 18.00-84.809 -24.419 466.0102 7300.64-245.749 -185.359 69.16328 7300.0911058W5.1 Level 1 83.0245 1.3 5000 60 17.5 8 10 27 30.07 0.15 0.75 37.333333 NO 10.625 18.00-208.318 -178.078 1711.056 23570.73-298.92 -268.68 179.0835 154280.0110656W1.1 Level 1 292.4688 1.3 5000 60 72.5 8 10 27 30.07 0.15 0.75 154.66667 NO 10.625 18.00-4.771 74.969 2052.353 154280.13-7.97 71.77 140.2836 154280.0110254W1 Level 1 147.4525 1.3 5000 60 101 8 10 27 30.07 0.15 0.75 215.46667 NO 10.625 18.00-2.131 136.469 1115.542 154280.07-3.937 134.663 190.4338 154280.019852W4 Level 1 476.5241 1.3 5000 60 74 8 10 27 8.43 0.15 0.75 157.86667 NO 10.625 18.00-260.676 110.124 11201.4 154280.73-424.826 -54.026 1311.857 16930.779450W4.5 Level 1 45.5533 1.3 5000 60 13 8 10 27 8.43 0.15 0.75 27.733333 NO 20.62518.00 -76.933 47.267 1299.377 16930.77-342.844 -218.644 60.88731 16930.049048W5 Level 1 63.6753 1.3 5000 60 17.5 8 10 27 8.7 0.15 0.75 37.333333 NO 10.625 18.00-217.666 -95.806 2404.83 24570.98-180.713 -58.853 232.9329 23570.108646A1.6 Level 1 199.0872 1.3 5000 60 14.25 8 10 27 8.43 0.15 0.75 30.4 NO 20.62518.00 -336.111 -294.261 1287.436 16930.76-254.33 -212.48 269.2039 16930.168244A1.5 Level 1 8.5514 1.3 5000 60 7.5 8 10 27 8.7 0.15 0.75 16 NO 10.625 18.00-6.783 23.187 50.67296 3010.17-6.079 23.891 1.98054 23570.007842A1 Level 1 408.0479 1.3 5000 60 63.5 8 10 27 30.07 0.15 0.75 135.46667 NO 10.625 18.00-131.371 324.929 5075.921 154280.33-174.715 281.585 598.9761 154280.04Level 1Wall Design Summaryt (in) Length (ft) Mmax (k-ft) phi*Mn DCR Pu phi*Pn DCR#5 s = 6 8 3 287 2950.97-1 -30.33#5 s = 6 8 5 588 7850.751 12500.00#5 s = 18 8 3.67-5 168 3010.56-15 -1000.15#5s = 688147415420.961518000.01#5 s = 18 8 8-9.5 1136 11650.9858 22000.03#5 s = 18 8 13 1544 16930.91-29 -300.97#5 s = 18 8 17.5 2045 23570.87-249 -2540.98#5 s = 18 8 37.5 9632 154280.62238 84000.03EqxWall DesignWall DesignEqyCL26VERTICAL REINFORCEMENT CONCRETE WALLSRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Shear Design for CMU Shear Walls - ACI 530-11Model 1.0Φv =0.8ΦVn =Φ(Vnm + Vns) < ΦVn,maxETABSRow # Pier StoryVuf'mfyLwhwtwAnvvuPu Mu/Vud Vnm Av s Vns Vn Vn, maxΦVnDCRv(k) (psi)(ksi)(ft) (ft) (in)(in2)(psi) (k) = (H/d) (k) in2 in (k) (k) (k) (k)6A1.1Level 239.4400060317.07.625274.514401.00390.3116195869460.8610A1.2Level 241.54000603.2517.07.625297.37513901.00420.3116206375500.8314W5Level 2245.840006017.517.07.6251601.2515300.992300.31161203494082790.8818W4.5Level 2147.64000601317.07.6251189.512401.001690.3116882583012060.7222W5.1Level 2280.740006017.517.07.6251601.2517500.992300.31161203494082791.0026W3.8Level 2153.84000608.7517.07.625800.62519201.001140.3181172312031620.9530W3.9Level 292.0400060517.07.625457.520101.00650.31865130116930.9934E1.1Level 233.14000604.7517.07.625434.6257601.00620.31163193110740.4538W4.1Level 2102.5400060817.07.62573214001.001040.3116531581851260.8142E2Level 2324.34000602117.07.6251921.516900.823110.31161444555443640.8946W2.1Level 2137.54000609.517.07.625869.2515801.001240.3116641882201500.9250I1Level 2102.64000601317.07.6251189.58601.001690.3116882583012060.5054J1Level 2136.540006017.517.07.6251601.258500.992300.31161203494082790.4958W1.2Level 2169.54000609.517.07.625869.2519501.001240.3181282522201760.9662D1.1Level 2236.040006014.517.07.6251326.7517801.001890.3181983863362690.8866D1.2Level 238.64000603.6717.07.625335.80511501.00480.3116237185570.6870A1.3Level 2248.14000609.4117.011.6251312.69518901.001870.3181273133322510.9974E1.2Level 252.54000608.2517.07.625754.8757001.001070.3116551631911300.40CL27HORIZONTAL REINFORCEMENT - CMU WALLSRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Boundary Element Design for Shear Walls - ACI 318-14#dbsCd =5.01 0.625 15IE =1.02 0.625 18ENVE XY ETABSStory ETABS 18.10.6.218.10.4.3Row # Row # Pier StoryVuρf'cfyLwtwhwN.A. DepthδxeδucmaxB.E. # ofdb,tsρl,useρl > ρtPu,min0.9PD - PEMuΦMnDCRb(k) (psi) (ksi) (ft) (in) (ft) (in) (in) (in) (in)Required?curtains (in) (in)(k) (k-ft) (k-ft)640A1.1 Level 2 39.442 1.3 4000 60 3 7.625 17 0.15 0.8 8.0 NO 10.62516 0.00251 YES -47.046 6.85 375.641 376.5 1.001038A1.2 Level 2 41.4635 1.3 4000 60 3.25 7.625 17 0.15 0.8 8.7 NO 10.62516 0.00251 YES -42.608 15.66 368.263 372 0.996610D1.2 Level 2 280.739 1.3 4000 60 3.67 7.625 17 0.15 0.8 9.8 NO 10.62516 0.00251 YES -63.288 7.93 327.421 367 0.893426E1.1 Level 2 153.752 1.3 4000 60 4.75 7.625 17 0.15 0.8 12.7 NO 10.62516 0.00251 YES 17.5019 102.72 279.013 318 0.883028W3.9 Level 2 52.5174 1.3 4000 60 5 7.625 17 0.15 0.8 13.3 NO 10.6258 0.00503 YES -72.433 22.06 772.692 781 0.993824W4.1 Level 2 248.065 1.3 4000 60 8 7.625 17 0.15 0.75 21.3333 NO 10.62516 0.00251 YES -15.345 126.749 774.745 796 0.97746E1.2 Level 2 324.255 1.3 4000 60 8.25 7.625 17 0.15 0.75 22 NO 10.62516 0.00251 YES 1.7914 148.26 459.66 796 0.582630W3.8 Level 2 102.465 1.3 4000 60 8.75 7.625 17 0.15 0.8 23.3 NO 10.6258 0.00503 YES -116.36 47.26 1166.12 1156 1.01708A1.3 Level 2 136.525 1.3 4000 60 9.41 11.625 17 10.5 0.15 0.8 25.1 NO 10.6258 0.0033 YES 7.3957 300.43 2488 2649 0.944620W2.1Level 2 169.507 1.3 4000 60 9.5 7.625 17 0.15 0.75 25.3333 NO 10.62516 0.00251 YES -36.058 206.609 878.45 931 0.945814W1.2Level 2 236.001 1.3 4000 60 9.5 7.625 17 0.15 0.8 25.3 NO 10.6258 0.00503 YES -78.72 93.18 1214.79 1227 0.991834W4.5 Level 2 33.0954 1.3 4000 60 13 7.625 17 6.89 0.15 0.75 34.6667 NO 10.62516 0.00251 YES -218.64 20.0461 1080.82 1101 0.985018I1Level 2 147.567 1.3 4000 60 13 7.625 17 7.77 0.15 0.75 34.6667 NO 10.62516 0.00251 YES -181.63 140.114 1080.88 1210 0.896212D1.1 Level 2 245.777 1.3 4000 60 14.5 7.625 17 15.8 0.15 0.8 38.7 NO 10.6258 0.00503 YES -179.29 98.94 2368.27 2560 0.931436W5 Level 2 38.6438 1.3 4000 60 17.5 7.625 17 9.87 0.15 0.75 46.6667 NO 10.625 80.00503 YES -234.82 75.6173 1432.06 2050 0.702232W5.1 Level 2 91.9893 1.3 4000 60 17.5 7.625 17 10.17 0.15 0.75 46.6667 NO 10.62516 0.00251 YES -6.9745 302.763 1355.01 1967 0.695416J1Level 2 102.562 1.3 4000 60 17.5 7.625 17 9.51 0.15 0.75 46.6667 NO 10.62516 0.00251 YES -43.271 267.214 1638.64 1861 0.884222E2 Level 2 137.454 1.3 4000 60 21 7.625 17 22.13 0.15 0.75 56 NO 10.62516 0.00251 YES -3.4203 375.263 3797.94 5183 0.73Level 2Wall Design Summaryt (in) Length (ft)Mmax (k-ft)phi*Mn DCR#5s = 87.625 3376376.51.00#5s = 87.625 3.67-57727810.99#5s = 811.625 9.41167117720.94#5s = 87.625 8-9.5121412270.99#5 s = 16 7.625 8-9.5 878 9310.94#5 s = 16 7.625 13 1081 22000.49#5s = 87.625 14.5236825600.93#5 s = 16 7.625 17.5 1638 18610.88#5 s = 8 7.625 17.5 1432 20500.70#5 s = 8 7.625 21 3798 51830.73ENVE Wall DesignCL28VERTICAL REINFORCEMENT CMU WALLSRECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Diaphragm Design for Shear Walls - ACI 318-11 ρ =1.3 Section 12.3.4.1 SDS =1.860 Ω =2.5 IE =1.0 1.25 (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 High Roof 773.3 773 369 369 368.8 287.7 575.3 368.8 1.00 Low Roof 792.8 1566 214 214 108.2 294.9 589.8 294.9 1.38 Pier Story ETABS Vu Vtrans Fx Lw Lattach tslab vu Spacing # of Dowels As ΦVn ΦVn,max DCRv (k) (k) (k) (ft) (ft) (in) (k/ft) (in)(in2)(k) (k) A1.1 Level 2 24.4 24.4 24.4 3.0 3.0 9 8.1 8 4 0.31 78.1 137.5 0.31 A1.2 Level 2 26.5 26.5 26.5 3.3 3.3 9 8.1 8 4 0.31 78.1 148.9 0.34 W5 Level 2 45.2 45.2 45.2 17.5 3.0 9 15.1 8 4 0.31 78.1 137.5 0.58 W4.5 Level 2 51.0 51.0 51.0 13.0 10.0 9 5.1 8 15 0.31 293.0 458.2 0.17 W5.1 Level 2 14.1 14.1 14.1 17.5 17.5 9 0.8 8 26 0.31 507.8 801.9 0.03 W3.8 Level 2 35.6 35.6 35.6 8.8 8.8 9 4.1 8 13 0.31 253.9 400.9 0.14 W3.9 Level 2 17.1 17.1 17.1 5.0 5.0 9 3.4 8 7 0.31 136.7 229.1 0.12 E1.1 Level 2 19.5 19.5 19.5 4.8 9.6 9 2.0 8 14 0.31 273.4 439.9 0.07 W4.1 Level 2 36.7 36.7 36.7 8.0 8.0 9 4.6 8 12 0.31 234.4 366.6 0.16 E2 Level 2 213.0 213.0 213.0 21.0 25.0 9 8.5 8 37 0.31 722.6 1145.5 0.29 W2.1 Level 2 12.5 12.5 12.5 9.5 19.0 9 0.7 8 28 0.31 546.8 870.6 0.02 I1 Level 2 77.6 77.6 77.6 13.0 13.0 9 6.0 8 19 0.31 371.1 595.7 0.21 J1 Level 2 84.7 84.7 84.7 17.5 5.0 9 16.9 8 7 0.31 136.7 229.1 0.62 W1.2 Level 2 25.8 25.8 25.8 9.5 0.0 9 #DIV/0!8 2 0.31 39.1 0.0 #DIV/0! D1.1 Level 2 162.3 162.3 162.3 14.5 14.5 9 11.2 8 21 0.31 410.1 664.4 0.40 D1.2 Level 2 22.6 22.6 22.6 3.7 7.4 9 3.1 8 11 0.31 214.8 339.1 0.11 A1.3 Level 2 167.8 167.8 167.8 9.4 9.4 9 17.8 8 14 0.31 273.4 431.2 0.61 E1.2 Level 2 32.9 32.9 32.9 8.3 8.3 9 4.0 8 12 0.31 234.4 378.0 0.14 Strut Design - ACI 318-11 f'c =5000 psi ACI 21.11.7.5 Pier Preqd Pu Lstrut Spacing # of Dowels As ΦVn ΦVn,max DCRv Hstrut Bstrut fc 0.5*f'c DCRp As As (k) (k) (ft) (in)(in2)(k) (k) (in) (in) (psi) (psi) required provided W1.2 25.8 64.5 4 8 6 0.20 75.6 183.3 0.85 7 8 1152.1 2500 0.46 1.19 2.17 CL29 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Strut Designtw Callout Pier Story Preqd PuLstrutSpacing # of AsΦVnDCRv(18.12.7.5) (18.7.5.3)(in)(k) (k) (ft) (in) Dowels(in2)(k) 0.5fc 1/3*tw8 S1 W5 Level 2 59.0 1.3 147.6 4.0 4 12 0.31 187.50.798S2W1.2Level 2114.21.3285.57.04210.31328.10.878S2W5Level 1104.9#N/A262.27.04210.31328.10.808 S2 W1.2 Level 1 126.6 #N/A 316.4 7.0 4 21 0.31 328.10.96Strut ScheduleCallout# of dowelsStrut Length (ft)Longitudinal BarsTiesS1217(4) #10#3 @ 2.5" OCS2124(4) #8#3 @ 2.5" OCTie spacing6.002.672.672.67CL30RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Foundation Design for Shear Walls - ACI 318-14from inputsvlookup from BEENVE XYRow # Row # Pier Direction Story PxVxMx PyVyMy LwPDPL(k) (k) k-ft k (k) k-ft (ft) s (ft) Direction66 A1.1Y Level 2 -18.8 32.3 312.7 -61.3 49.5 486.5 3.00 8.0 222.01010 A1.2Y Level 2 -32.7 24.0 216.3 -32.5 54.5 483.6 684.00 8.0 222.0 South Core1414 W5X Level 2 -204.5 189.1 2178.0 -257.9 73.8 904.4 17.50 8.0 222.0 Piers PxVxMx PyVyMy1818 W4.5X Level 2 -113.3 123.1 1558.6 -257.4 96.6 1220.2 13.00 8.0 222.0(k) (k) k-ft k (k) k-ft2222 W5.1X Level 2 -39.9 216.0 2628.9 -121.2 79.4 840.5 17.50 8.0 222.0 W4.5 -77 30.347 999.5211 -224-230 -772626 W3.8X Level 2 -55.6 124.4 1164.2 -98.1 74.1 666.5 8.75 8.0 222.0 W5 216 48.981 1849.869 73180 2163030 W3.9X Level 2 -19.7 73.8 634.0 -56.8 40.0 340.0 5.00 8.0 222.0 A1.6 -336 -83 153.144 1794.693 -254 -3363434 E1.1Y Level 2 -22.9 18.4 164.1 -34.3 28.7 247.8 4.75 8.0 222.0 A1 11.4 -15 62.7766 798.6348 -6.3 11.43838 W4.1X Level 2 -13.9 88.2 822.4 -12.4 56.1 490.1 8.00 8.0 222.0 -185.6 79.328 2849.3901 -249 215.921 2593.327 -310.34242 E2Y Level 2 -161.7 162.1 2090.3 -50.8 281.8 3285.6 21.00 8.0 222.04646 W2.1X Level 2 -34.3 108.2 1130.5 -67.7 49.9 500.3 9.50 8.0 222.0 Center Core5050 I1Y Level 2 -134.0 25.3 351.0 -58.6 108.6 1220.8 13.00 8.0 222.0 Piers PxVxMx PyVyMy5454 J1Y Level 2 -195.6 69.2 780.2 -87.8 203.4 2334.0 17.50(k) (k) k-ft k (k) k-ft5858 W1.2X Level 2 -40.0 130.4 1282.2 -104.5 62.2 602.1 9.50W3.8 85 13.663 358.4694 234-546262 D1.1Y Level 2 -142.5 80.8 716.5 -62.4 204.0 2017.8 14.50W3.9 109 16.348 148.7593 161246666 D1.2Y Level 2 -56.2 17.9 161.3 -40.6 34.0 290.3 3.67W4.1 2 13.715 240.1681 -46337070 A1.3Y Level 2 -115.3 158.2 1581.6 -39.3 286.0 2885.7 9.41W5.1 -208 63.865 1316.1967 -300-537474 E1.2Y Level 2 -51.1 22.6 198.4 -16.6 43.5 377.4 8.25D1.1 304 99 155.138 1859.518 2997878 A1Y Level 1 -131.4 159.4 3904.6 -174.7 313.9 3993.2 63.50E1.1 -120 -46 26.202 181.8348 -1148282 A1.5Y Level 1 -6.8 6.6 39.0 -6.1 2.0 13.2 7.50E1.2 -8 -2 45.434 530.2153-88686 A1.6Y Level 1 -336.1 79.3 990.3 -254.3 153.1 1794.7 14.25E2 -265 -222 135.801 2293.025 -1719090 W5X Level 1 -217.7 49.0 1849.9 -180.7 30.7 1552.9 17.50D1.2 52 47 22.552 129.4305319494 W4.5X Level 1 -76.9 30.3 999.5 -342.8 35.0 405.9 13.00-49 107.591 2063.5935 -75 385.127 4994.023-139898 W4X Level 1 -260.7 366.6 8616.5 -424.8 106.7 8745.7 74.00102102 W1X Level 1 -2.1 111.0 858.1 -3.9 113.4 1269.6 101.00North Core106106 W1.1X Level 1 -4.8 225.0 1578.7 -8.0 120.1 935.2 72.50Piers PxVxMx PyVyMy110110 W5.1X Level 1 -208.3 63.9 1316.2 -298.9 49.5 1193.9 17.50(k) (k) k-ft k (k) k-ft114114 W3.8X Level 1 -84.8 13.7 358.5 -245.7 22.2 461.1 8.75W1.2 -55 13 250 -105 0 0118118 W3.9X Level 1 -109.0 16.3 148.8 -161.3 14.2 98.3 5.00W2.1 85 4 464 158 0 0122122 E1.1Y Level 1 -9.2 14.0 95.7 -4.5 26.2 181.8 4.75I1 257 0 0 150 80 500126126 W4.1X Level 1 -32.5 13.7 240.2 -56.3 18.9 135.9 8.00J1 -204 0 0 -170 56 1445130130 E2Y Level 1 -265.2 68.4 2739.3 -222.1 135.8 2293.0 21.0083 17 714 33 136 1945134134 W4.2X Level 1 -14.4 144.9 1333.2 -28.4 59.1 1034.8 37.50138138 W4.3X Level 1 -16.9 24.3 171.0 -28.3 15.0 101.5 12.50Ext. Walls PxVxMx PyVyMy142142 W2.1X Level 1 -84.4 4.9 498.5 -158.2 20.5 227.2 9.50Piers (k) (k) k-ft k (k) k-ft Lw146146 I1Y Level 1 -257.0 32.7 581.6 -149.5 104.9 1480.7 13.00A1.5 -6.783 6.578 38.9792 -6.079 2.031 13.2036 17.6 3150150 J1Y Level 1 -212.2 54.8 1808.0 -170.1 106.4 1444.7 17.50W4.3 -16.949 24.284 170.9578 -28.309 15.012 101.5442 12.5 7154154 W1.2X Level 1 -55.0 45.6 249.4 -153.3 26.2 703.6 9.50W1 -2.131 111.024 858.1096 -3.937 113.425 1269.559 101 0.75 1.5158158 D1.1Y Level 1 -304.1 44.3 759.8 -98.6 155.1 1859.5 14.50W4.2 -14.368 144.921 1333.1576 -28.359 59.069 1034.801 37.6 3.5 4162162 D1.2Y Level 1 -52.0 14.2 72.7 -47.3 22.6 129.4 3.67W1.1 -4.771 224.976 1578.7333 -7.97 120.093 935.2242 72.5 1.5 1.5166166 E1.2Y Level 1 -120.3 21.5 253.6 -46.4 45.4 530.2 8.25A1 -105.097 127.498 3123.64384 -139.772 251.106 3194.539 52.5 4.5 5170170W4 -260.676 366.557 8616.4653 -424.826 106.707 8745.716 747.5174174178178182182PxVxMx PyVyMy1861865 Line (k) (k) k-ft k (k) k-ft Use 120'8'x18" footing190190W5 -217.666 48.981 1849.869 -180.713 30.685 1552.886194194W4 -260.676 366.557 8616.4653 -424.826 106.707 8745.716198198W5.1 -208.318 63.865 1316.1967 -298.92 49.532 1193.89202202Total -686.66 479.403 11782.531 -904.459 186.924 11492.49206206210210A1 -131.371 159.372 3904.5548 -174.715 313.883 3993.174214214218218222222W4.5 -76.933 30.347 999.5211 -342.844 35.041 405.91542262262301182341201 Line238122W1 -2.131 111.024 858.1096 -3.937 113.425 1269.559242124W1.1 -4.771 224.976 1578.7333 -7.97 120.093 935.2242246126Total -6.902 336 2436.8429 -11.907 233.518 2204.7832501282541302581324 Line262134W3.8 -84.809 13.663 358.4694 -245.749 22.219 461.0885266136W3.9 -108.959 16.348 148.7593 -161.259 14.221 98.2995270138W4.1 -32.48 13.715 240.1681 -56.266 18.854 135.9454274140E1.2 -120.328 21.533 253.591 -46.449 45.434 530.2153278142E1.1 -9.236 14 95.7201 -4.487 26.202 181.8348282144E2 -265.182 68.358 2739.3072 -222.082 135.801 2293.025286146W4.2 -14.368 144.921 1333.1576 -28.359 59.069 1034.801290148W4.3 -16.949 24.284 170.9578 -28.309 15.012 101.5442294150Total -652.311 316.822 5340.1305 -792.96 336.812 4836.753298152EQx EQyCL32RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:South 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 18.50 ft Length of Footing, B 27.00 ft Width of Footing, W 17.00 ft Allowable Thickness of Footing, t 18 in PD + PL =573.3 k Depth below grade, D 0.00 ft PD + PL + E/1.4=706.1 k Area, A 459.0 ft2 0.9 PD - E/1.4=275.1 k Section Modulus, S 2066 ft3 ME/1.4 =2035 k-ft Footing Loads Gravity Pself 103 k Poverburden 0 k PD 350 k PL 120 k Seismic PE 186 k Mu 2849 k-ft Vu 79 k Bearing Stress (allowable) PD + PL q' =1.2 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.9 ft qmax' =2.52 ksf B / e =9.4 ok qmin' =0.55 ksf Footing size: okLength of Pressure Distribution, a =27.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =7.4 ft qmax' =1.77 ksf B / e =3.6 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =18.3 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =56 k Resistance due to: Soil Friction, 0.9 Pd m =96 k Lateral Bearing =6.7 k Total Resistance =103 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a CL33 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:South 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 10.00 ft Length of Footing, B 22.00 ft Width of Footing, W 22.00 ft Allowable Thickness of Footing, t 18 in PD + PL =578.9 k Depth below grade, D 0.00 ft PD + PL + E/1.4=756.8 k Area, A 484.0 ft2 0.9 PD - E/1.4=235.2 k Section Modulus, S 1775 ft3 ME/1.4 =1852 k-ft Footing Loads Gravity Pself 109 k Poverburden 0 k PD 350 k PL 120 k Seismic PE 249 k Mu 2593 k-ft Vu 216 k Bearing Stress (allowable) PD + PL q' =1.2 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.4 ft qmax' =2.61 ksf B / e =9.0 ok qmin' =0.52 ksf Footing size: okLength of Pressure Distribution, a =22.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =7.9 ft qmax' =2.28 ksf B / e =2.8 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =9.4 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =154 k Resistance due to: Soil Friction, 0.9 Pd m =82 k Lateral Bearing =8.7 k Total Resistance =91 k, sliding occurs Remaining Lateral Force =63 k Required Additional Dead Load =201 k, use adjacent footings to provide lateral resistance L D t B e a CL34 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:Central 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 24.00 ft Allowable Thickness of Footing, t 18 in PD + PL =967.4 k Depth below grade, D 0.00 ft PD + PL + E/1.4=1018.1 k Area, A 600.0 ft2 0.9 PD - E/1.4=643.5 k Section Modulus, S 2500 ft3 ME/1.4 =1474 k-ft Footing Loads Gravity Pself 135 k Poverburden 0 k PD 636.4 k PL 196 k Seismic PE 71 k Mu 2064 k-ft Vu 108 k Bearing Stress (allowable) PD + PL q' =1.6 ksf Footing size: ok PD + PL + E/1.4 e = M / P =1.4 ft qmax' =2.29 ksf B / e =17.3 ok qmin' =1.11 ksf Footing size: okLength of Pressure Distribution, a =25.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =2.3 ft qmax' =1.66 ksf B / e =10.9 ok qmin' =0.48 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 =77 k Resistance due to: Soil Friction, 0.9 Pd m =225 k Lateral Bearing =9.5 k Total Resistance =235 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a CL35 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:Central 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 29.00 ft Width of Footing, W 25.00 ft Allowable Thickness of Footing, t 18 in PD + PL =995.5 k Depth below grade, D 0.00 ft PD + PL + E/1.4=1049.1 k Area, A 725.0 ft2 0.9 PD - E/1.4=666.0 k Section Modulus, S 3504 ft3 ME/1.4 =3567 k-ft Footing Loads Gravity Pself 163 k Poverburden 0 k PD 636.4 k PL 196 k Seismic PE 75 k Mu 4994 k-ft Vu 384 k Bearing Stress (allowable) PD + PL q' =1.4 ksf Footing size: ok PD + PL + E/1.4 e = M / P =3.4 ft qmax' =2.47 ksf B / e =8.5 ok qmin' =0.43 ksf Footing size: okLength of Pressure Distribution, a =29.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =5.4 ft qmax' =1.94 ksf B / e =5.4 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =27.4 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =274 k Resistance due to: Soil Friction, 0.9 Pd m =233 k Lateral Bearing =9.8 k Total Resistance =243 k, sliding occurs Remaining Lateral Force =31 k Required Additional Dead Load =99 k, use adjacent footings to provide lateral resistance L D t B e a CL36 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:North 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 10.00 ft Length of Footing, B 14.00 ft Width of Footing, W 24.00 ft Allowable Thickness of Footing, t 18 in PD + PL =508.0 k Depth below grade, D 0.00 ft PD + PL + E/1.4=567.3 k Area, A 336.0 ft2 0.9 PD - E/1.4=336.4 k Section Modulus, S 784 ft3 ME/1.4 =510 k-ft Footing Loads Gravity Pself 76 k Poverburden 0 k PD 364 k PL 68.4 k Seismic PE 83 k Mu 714 k-ft Vu 17 k Bearing Stress (allowable) PD + PL q' =1.5 ksf Footing size: ok PD + PL + E/1.4 e = M / P =0.9 ft qmax' =2.34 ksf B / e =15.6 ok qmin' =1.04 ksf Footing size: okLength of Pressure Distribution, a =14.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =1.5 ft qmax' =1.65 ksf B / e =9.2 ok qmin' =0.35 ksf Footing size: okLength of Pressure Distribution, a =14.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =12 k Resistance due to: Soil Friction, 0.9 Pd m =118 k Lateral Bearing =9.5 k Total Resistance =127 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a CL37 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:North 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 18.50 ft Length of Footing, B 24.00 ft Width of Footing, W 14.00 ft Allowable Thickness of Footing, t 18 in PD + PL =508.0 k Depth below grade, D 0.00 ft PD + PL + E/1.4=531.6 k Area, A 336.0 ft2 0.9 PD - E/1.4=372.1 k Section Modulus, S 1344 ft3 ME/1.4 =1389 k-ft Footing Loads Gravity Pself 76 k Poverburden 0 k PD 364 k PL 68.4 k Seismic PE 33 k Mu 1945 k-ft Vu 136 k Bearing Stress (allowable) PD + PL q' =1.5 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.6 ft qmax' =2.62 ksf B / e =9.2 ok qmin' =0.55 ksf Footing size: okLength of Pressure Distribution, a =24.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =3.7 ft qmax' =2.14 ksf B / e =6.4 ok qmin' =0.07 ksf Footing size: okLength of Pressure Distribution, a =24.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =97 k Resistance due to: Soil Friction, 0.9 Pd m =130 k Lateral Bearing =5.5 k Total Resistance =136 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required L D t B e a CL38 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:W4 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 113.00 ft Width of Footing, W 4.75 ft Allowable Thickness of Footing, t 18 in PD + PL =393.3 k Depth below grade, D 0.00 ft PD + PL + E/1.4=534.7 k Area, A 536.8 ft2 0.9 PD - E/1.4=130.6 k Section Modulus, S 10109 ft3 ME/1.4 =6246 k-ft Footing Loads Gravity Pself 121 k Poverburden 0 k PD 181.5 k PL 91 k Seismic PE 198 k Mu 8745 k-ft Vu 425 k Bearing Stress (allowable) PD + PL q' =0.7 ksf Footing size: ok PD + PL + E/1.4 e = M / P =11.7 ft qmax' =1.61 ksf B / e =9.7 ok qmin' =0.38 ksf Footing size: okLength of Pressure Distribution, a =113.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =47.8 ft qmax' =2.11 ksf B / e =2.4 ok qmin' =partial uplift 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 =304 k Resistance due to: Soil Friction, 0.9 Pd m =46 k Lateral Bearing =1.9 k Total Resistance =48 k, sliding occurs Remaining Lateral Force =256 k Required Additional Dead Load =813 k, use adjacent footings to provide lateral resistance L D t B e a CL39 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:A1 & A1.5 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 63.00 ft Length of Footing, B 78.00 ft Width of Footing, W 5.00 ft Allowable Thickness of Footing, t 18 in PD + PL =666.8 k Depth below grade, D 0.00 ft PD + PL + E/1.4=796.8 k Area, A 390.0 ft2 0.9 PD - E/1.4=285.6 k Section Modulus, S 5070 ft3 ME/1.4 =2314 k-ft Footing Loads Gravity Pself 88 k Poverburden 0 k PD 374 k PL 205 k Seismic PE 182 k Mu 3240 k-ft Vu 322 k Bearing Stress (allowable) PD + PL q' =1.7 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.9 ft qmax' =2.50 ksf B / e =26.9 ok qmin' =1.59 ksf Footing size: okLength of Pressure Distribution, a =78.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =8.1 ft qmax' =1.19 ksf B / e =9.6 ok qmin' =0.28 ksf Footing size: okLength of Pressure Distribution, a =78.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =230 k Resistance due to: Soil Friction, 0.9 Pd m =100 k Lateral Bearing =2.0 k Total Resistance =102 k, sliding occurs Remaining Lateral Force =128 k Required Additional Dead Load =407 k, use adjacent footings to provide lateral resistance L D t B e a CL40 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:Grid Line 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 107.00 ft Length of Footing, B 120.00 ft Width of Footing, W 8.00 ft Allowable Thickness of Footing, t 18 in PD + PL =1356.0 k Depth below grade, D 0.00 ft PD + PL + E/1.4=2002.4 k Area, A 960.0 ft2 0.9 PD - E/1.4=358.0 k Section Modulus, S 19200 ft3 ME/1.4 =8416 k-ft Footing Loads Gravity Pself 216 k Poverburden 0 k PD 900 k PL 240 k Seismic PE 905 k Mu 11782 k-ft Vu 480 k Bearing Stress (allowable) PD + PL q' =1.4 ksf Footing size: ok PD + PL + E/1.4 e = M / P =4.2 ft qmax' =2.52 ksf B / e =28.6 ok qmin' =1.65 ksf Footing size: okLength of Pressure Distribution, a =120.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =23.5 ft qmax' =0.82 ksf B / e =5.1 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =109.5 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =343 k Resistance due to: Soil Friction, 0.9 Pd m =125 k Lateral Bearing =3.2 k Total Resistance =128 k, sliding occurs Remaining Lateral Force =214 k Required Additional Dead Load =681 k, use adjacent footings to provide lateral resistance L D t B e a CL41 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:Grid Line 1 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 200.00 ft Width of Footing, W 3.00 ft Allowable Thickness of Footing, t 18 in PD + PL =544.0 k Depth below grade, D 0.00 ft PD + PL + E/1.4=552.6 k Area, A 600.0 ft2 0.9 PD - E/1.4=409.0 k Section Modulus, S 20000 ft3 ME/1.4 =1741 k-ft Footing Loads Gravity Pself 135 k Poverburden 0 k PD 329 k PL 80 k Seismic PE 12 k Mu 2437 k-ft Vu 336 k Bearing Stress (allowable) PD + PL q' =0.9 ksf Footing size: ok PD + PL + E/1.4 e = M / P =3.2 ft qmax' =1.01 ksf B / e =63.5 ok qmin' =0.83 ksf Footing size: okLength of Pressure Distribution, a =200.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =4.3 ft qmax' =0.77 ksf B / e =47.0 ok qmin' =0.59 ksf Footing size: okLength of Pressure Distribution, a =200.0 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =240 k Resistance due to: Soil Friction, 0.9 Pd m =143 k Lateral Bearing =1.2 k Total Resistance =144 k, sliding occurs Remaining Lateral Force =96 k Required Additional Dead Load =304 k, use adjacent footings to provide lateral resistance L D t B e a CL42 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Pier:Grid Line 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 65.00 ft Length of Footing, B 67.00 ft Width of Footing, W 10.00 ft Allowable Thickness of Footing, t 18 in PD + PL =900.8 k Depth below grade, D 0.00 ft PD + PL + E/1.4=1366.5 k Area, A 670.0 ft2 0.9 PD - E/1.4=187.5 k Section Modulus, S 7482 ft3 ME/1.4 =3814 k-ft Footing Loads Gravity Pself 151 k Poverburden 0 k PD 575 k PL 175 k Seismic PE 652 k Mu 5340 k-ft Vu 337 k Bearing Stress (allowable) PD + PL q' =1.3 ksf Footing size: ok PD + PL + E/1.4 e = M / P =2.8 ft qmax' =2.55 ksf B / e =24.0 ok qmin' =1.53 ksf Footing size: okLength of Pressure Distribution, a =67.0 ft 0.9 P D +/- E/1.4 (assumes symmetry about center of footing) e = M / P =20.3 ft qmax' =0.95 ksf B / e =3.3 ok qmin' =partial uplift ksf Footing size: okLength of Pressure Distribution, a =39.5 ft Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =241 k Resistance due to: Soil Friction, 0.9 Pd m =66 k Lateral Bearing =3.9 k Total Resistance =70 k, sliding occurs Remaining Lateral Force =171 k Required Additional Dead Load =543 k, use adjacent footings to provide lateral resistance L D t B e a CL43 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project:4th Dimension Date:3/20/2020 Wall:Ramp Footing 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 200 pcf Overburden 150 pcf Footing Dimensions Components Width of Footing, B 48 in Length of Footing, L 96 in Thickness of Footing, tf 18 in Allowable Thickness of Wall, tw 18 in PD + PL =51.4 k Depth below grade, D 0 in MD + ML =62.5 k-ft Thickness of Heel, th 0 in Area, A 32.0 ft2 Section Modulus, S 21.3 ft3 Wall Loads Gravity Pfooting 1 k Poverburden 0 k Pheel 0.00 k PD 50 k PL k MD 62.50 k-ft ML 0.00 k-ft Bearing Stress (allowable)P/A = 1.60 ksf P D + PL M/S = 2.93 ksf e = M / P =1.2 ft qmax' =1.85 ksf B / e =39.4 ok qmin' =1.36 ksf Footing size: okLength of Pressure Distribution, a =48.0 in Resistance to Sliding (allowable) - At this time r, is not removed from seismic loads. Lateral Force Lateral Load =0 k Resistance due to: Soil Friction, 0.9 Pd m =0 k Lateral Bearing =4.1 k Total Resistance =4 k, no sliding occurs Remaining Lateral Force =0 k Required Additional Dead Load =0 not required e a CL44 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CL45RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 CL46RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Footing ReinforcementSoils:At face of support (1.6H + 1.0E)Case # Vu @d (k)Mu (+) Column (k-ft)Mu (-) Mid-span (k-ft)Ru @ P1 (k/ft)Ru @ L1 (k/ft)Ru @ Loading (k/ft) Ru @ L2 (k/ft) Ru @ L3 (k/ft)Prelim Design1 (6') 13.5 50.4#6 @ 6" OC EW2 (2.5') 3.7 8.75#5 @ 18" OC EW3 (7') 16.33 68.6#8 @ 8" OC EWF13x25 0.1 0.3 0.04Notes:Model support at centerline of slabColumn Support Shear Check(IF cover = 1")As,minCase 2 Case 3F13x250.0018AcA,sLong. = 5.0544 0.4411.48727 (12) #6t = 18 in t = 18 in t = 18 in t = 18 in Transv. = 9.72 0.4422.09091(21) #6clr cover = 3 in clr cover = 3 in clr cover = 3 in clr cover = 3 inf'c = 4000 psi f'c = 4000 psi f'c = 4000 psi f'c = 4000 psiFy = 60 ksi Fy = 60 ksi Fy = 60 ksi Fy = 60 ksiBar Diam = 0.75 in Bar Diam = 0.625 in Bar Diam = 1 in Bar Diam = 0.625 ind = 14.63 in d = 14.69 in d = 14.50 in d = 14.69 infVc = 16.65 k/ftfVc = 16.72 k/ftfVc = 16.51 k/ftfVc = 16.72 k/ftMu = 50.4 k-ft Mu = 8.75 k-ft Mu = 68.6 k-ft Mu = 0.3 k-ftAs,reqd = 0.85 in2 As,reqd = 0.15 in2 As,reqd = 1.17 in2 As,reqd = 0.01 in2a = 1.25 in a = 0.22 in a = 1.72 in a = 0.01 inAs,reqd = 0.80 in2 As,reqd = 0.13 in2 As,reqd = 1.12 in2 As,reqd = 0.00 in2s,reqd = 6.6 in s,reqd = 27.6 in s,reqd = 8.4 in s,reqd = 810.9 inCase 1CL47RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 LATERAL DESIGN M1 MISCELANEOUS DESIGN RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M2RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 M3RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 M4RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 M5RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 Steel Plate Design: Bending Capacity:Compression Capacity: L =0.17 ft L =0.83 ft P =62605 lb =450*((15/16)/8)P =1075 lb F.S. =1.0 Mu =5.2 k-ft (PuL/2) t = 0.88 in (Select 0.875''x32.1'' plate)b =2.00 in Leff = 32.10 in t =0.25 in Lb =0.32 ft Fy =36 ksi Cb =1.00 k =1.0 Fy =36 ksi Ag =0.50 in2 Sx =4.10 in3 rx =0.07 in Zx =6.14 in3 kL/r =138.01 <200 Lbd/t2 =0.0 4.71√(E/Fy) =133.7 My =147.5 k-in Fe =15.0 ksi Mp =221.2 k-in Fcr =13.2 ksi Mn =221.2 k-in ØMn =16.6 k-ft ØPn =5.9 kip E =29000 ksi Ix =2.05 in4 Δa =0.00 in L/11337 M6 L5x5x7/8" angle bracket ok. Cable cutouts to be 2.0" min from angle Cable 2" min. RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Blodgett Weld Design Weld Description:Intersection Plate Weld Information: FEXX = 70 ksi Electrode Classification Number Base Material = tbase =0.875 in Thickness of base material or HSS wall for flare grove Fu = 58 ksi Base material rupture strength Weld Type = ETF =0.707 Effective Throat Factor (Sections J2.1a, J2.2a) φv =0.75 (Section J2.4) φt =0.75 (Section J2.4) Weld Geometry: Weld Shape =(See Blodgett Weld Type Chart) b =5 in Width of weld group d =3.8 in Depth of weld group Cx =2.5 in Max distance along x-axis from CG of weld to edge of weld Cy =2.5 in Max distance along y-axis from CG of weld to edge of weld Sx =4.81 in2/in Bending about x-axis Sy =19.00 in2/in Bending about y-axis J = 56.65 in4/in Twisting Lw =7.60 in Total length of weld group Forces on Weld Group:Stresses on Weld Group Fz =0 kip Axial Force (Z)fa =0.00 kip/in Fx =62.6 kip Shear Force (X)fvx =8.24 kip/in Fy =0 kip Shear Force (Y)fvy =0.00 kip/in Mx =0 kip-in Moment about (X)fmx =0.00 kip/in My =122.4 kip-in Moment about (Y)fmy =6.44 kip/in Tz =0 kip-in Torsion about (Z)ftx =0.00 kip/in fty =0.00 kip/in Resultant Force: fr/φ =13.94 kip/in Required Weld Size: wreqd =0.470 in Specify Weld Size: Weld = weld =0.500 in DCR =0.94 Minmum Weld Size: wmin =0.313 w > wmin OK Minimum Base Metal Thickness:(To match rupture strength of weld) tbase, reqd =0.427 in tbase > treq'd OK M7 Use 1/2" fillet weld on each side of angle to anchor plate connection RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.58 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Cable Barrier Anchorage Embed Plate Page: Specifier: E-Mail: Date: 1 3/27/2020 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 = 6.000 in. Material: Proof: Design Method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.000 in. Anchor plateR : lx x ly x t = 8.000 in. x 44.000 in. x 1.000 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 6000, fc' = 6,000 psi; h = 18.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: shear edge reinforcement: > No. 4 bar with stirrups R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] M8 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.58 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Cable Barrier Anchorage Embed Plate Page: Specifier: E-Mail: Date: 2 3/27/2020 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 73,500; Vy = 0; Mx = 0; My = 147,100; Mz = 0; no 96 M9 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.58 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Cable Barrier Anchorage Embed Plate Page: Specifier: E-Mail: Date: 3 3/27/2020 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Concrete Breakout Failure 28,650 48,403 60 / -OK Shear Pryout Strength 73,500 107,103 - / 69 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads 0.592 0.686 5/3 96 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! M10 Use 2 rows of 3/4"x6" studs @ 12" oc, welded to 1/2"x8"x44" embed plate, attached to L5x5x7/8" angle bracket w/ 1/2" fillet welds on each side of angle. RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CEI SAW 180948 Canopy Design SK - 1 Mar 20, 2020 at 2:23 PM Canopy Design R1.r3d N4A N5 N6 N7 N5A N6A N7A N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N21 N22 HSS10X4 X8 HSS4X4X4 H SS 4 X 4 X 4 HSS4X4X4 H S S4 X4 X4 HSS4X4X4HS S 4 X4 X 4 HSS4X4X4HS S 4 X 4 X 4 HSS4X4X4HSS 4 X 4 X 4 HSS4X4X4 H S S4 X4 X4 HSS4X4X4 H S S4 X 4 X4 C10 X3 0 Y X Z M11 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 CEI SAW 180948 Canopy Design SK - 2 Mar 20, 2020 at 2:38 PM Canopy Design R1.r3d N4A N5 N6 N7 N5A N6A N7A N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N21 N22 .73.73 .29 .73 .21 .0 7 .73 .21 .0 2 .73 .92 .21 .0 2.73 .92 .21 .0 2 .92 .21 .0 2 .92 .29 .0 2 .92 .0 7 .92 Y X Z Code Check ( LC 8 ) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Member Code Checks Displayed Results for LC 8, 1.2D+1.6SN M12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M13 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M14 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M15 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M16 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M17 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M18 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 M19 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Blodgett Weld Design Weld Description:HSS4x4 to Embed Pate @ wall Weld Information: FEXX = 70 ksi Electrode Classification Number Base Material = tbase =0.25 in Thickness of base material or HSS wall for flare grove Fu = 58 ksi Base material rupture strength Weld Type = ETF =0.707 Effective Throat Factor (Sections J2.1a, J2.2a) φv =0.75 (Section J2.4) φt =0.75 (Section J2.4) Weld Geometry: Weld Shape =(See Blodgett Weld Type Chart) b =4 in Width of weld group d =4 in Depth of weld group Cx =2 in Max distance along x-axis from CG of weld to edge of weld Cy =2 in Max distance along y-axis from CG of weld to edge of weld Sx =8.00 in2/in Bending about x-axis Sy =18.67 in2/in Bending about y-axis J = 58.67 in4/in Twisting Lw =12.00 in Total length of weld group Forces on Weld Group:Stresses on Weld Group Fz =13.95 kip Axial Force (Z)fa =1.16 kip/in Fx =0 kip Shear Force (X)fvx =0.00 kip/in Fy =7.9 kip Shear Force (Y)fvy =0.66 kip/in Mx =0 kip-in Moment about (X)fmx =0.00 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 =1.78 kip/in Required Weld Size: wreqd =0.060 in Specify Weld Size: Weld = weld =0.188 in DCR =0.32 Minmum Weld Size: wmin =0.125 w > wmin OK Minimum Base Metal Thickness:(To match rupture strength of weld) tbase, reqd =0.160 in tbase > treq'd OK M20 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Blodgett Weld Design Weld Description:HSS10x4 to Embed Pate @ Column Weld Information: FEXX = 70 ksi Electrode Classification Number Base Material = tbase =0.5 in Thickness of base material or HSS wall for flare grove Fu = 58 ksi Base material rupture strength Weld Type = ETF =0.707 Effective Throat Factor (Sections J2.1a, J2.2a) φv =0.75 (Section J2.4) φt =0.75 (Section J2.4) Weld Geometry: Weld Shape =(See Blodgett Weld Type Chart) b =4 in Width of weld group d =10 in Depth of weld group Cx =2 in Max distance along x-axis from CG of weld to edge of weld Cy =5 in Max distance along y-axis from CG of weld to edge of weld Sx =42.86 in2/in Bending about x-axis Sy =42.67 in2/in Bending about y-axis J = 335.33 in4/in Twisting Lw =24.00 in Total length of weld group Forces on Weld Group:Stresses on Weld Group Fz =13.95 kip Axial Force (Z)fa =0.58 kip/in Fx =0 kip Shear Force (X)fvx =0.00 kip/in Fy =7.9 kip Shear Force (Y)fvy =0.33 kip/in Mx =0 kip-in Moment about (X)fmx =0.00 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 =0.89 kip/in Required Weld Size: wreqd =0.030 in Specify Weld Size: Weld = weld =0.188 in DCR =0.16 Minmum Weld Size: wmin =0.188 w > wmin OK Minimum Base Metal Thickness:(To match rupture strength of weld) tbase, reqd =0.160 in tbase > treq'd OK M21 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Blodgett Weld Design Weld Description:HSS4x4 to Channel Weld Weld Information: FEXX = 70 ksi Electrode Classification Number Base Material = tbase =0.5 in Thickness of base material or HSS wall for flare grove Fu = 58 ksi Base material rupture strength Weld Type = ETF =0.707 Effective Throat Factor (Sections J2.1a, J2.2a) φv =0.75 (Section J2.4) φt =0.75 (Section J2.4) Weld Geometry: Weld Shape =(See Blodgett Weld Type Chart) b =4 in Width of weld group d =4 in Depth of weld group Cx =2 in Max distance along x-axis from CG of weld to edge of weld Cy =2 in Max distance along y-axis from CG of weld to edge of weld Sx =8.00 in2/in Bending about x-axis Sy =18.67 in2/in Bending about y-axis J = 58.67 in4/in Twisting Lw =12.00 in Total length of weld group Forces on Weld Group:Stresses on Weld Group Fz =13.95 kip Axial Force (Z)fa =1.16 kip/in Fx =0 kip Shear Force (X)fvx =0.00 kip/in Fy =1.2 kip Shear Force (Y)fvy =0.10 kip/in Mx =0 kip-in Moment about (X)fmx =0.00 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 =1.56 kip/in Required Weld Size: wreqd =0.052 in Specify Weld Size: Weld = weld =0.188 in DCR =0.28 Minmum Weld Size: wmin =0.188 w > wmin OK Minimum Base Metal Thickness:(To match rupture strength of weld) tbase, reqd =0.160 in tbase > treq'd OK M22 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 18, 2020 Page: Specifier: E-Mail: Date: 1 3/18/2020 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 1/2 Item number: not available Effective embedment depth: hef = 4.000 in. Material: Proof: Design Method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 14.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular HSS (AISC), HSS10X4X.500; (L x W x T) = 10.000 in. x 4.000 in. x 0.500 in. Base material: cracked concrete, 5000, fc' = 5,000 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] M23 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 18, 2020 Page: Specifier: E-Mail: Date: 2 3/18/2020 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 640; Vy = 4,570; Mx = 0; My = 0; Mz = 0; no 21 M24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 18, 2020 Page: Specifier: E-Mail: Date: 3 3/18/2020 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension ---- / -N/A Shear Concrete edge failure in direction y+4,615 22,543 - / 21 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads ----N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! M25 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 18, 2020 Page: Specifier: E-Mail: Date: 4 3/18/2020 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. M26 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 17, 2020 (1) Page: Specifier: E-Mail: Date: 1 3/18/2020 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 1/2 Item number: not available Effective embedment depth: hef = 4.000 in. Material: Proof: Design Method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Base material: cracked concrete, 5000, fc' = 5,000 psi; h = 8.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] M27 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 17, 2020 (1) Page: Specifier: E-Mail: Date: 2 3/18/2020 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 13,220; Vx = 3,570; Vy = 0; Mx = 0; My = 0; Mz = 0; no 79 M28 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 17, 2020 (1) Page: Specifier: E-Mail: Date: 3 3/18/2020 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Concrete Breakout Failure 13,220 16,895 79 / -OK Shear Pryout Strength 3,570 33,790 - / 11 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads 0.782 0.108 5/3 69 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! M29 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 www.hilti.com Hilti PROFIS Engineering 3.0.57 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2019 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Mar 17, 2020 (1) Page: Specifier: E-Mail: Date: 4 3/18/2020 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. M30 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 GRAVITY DESIGN WG1 WOOD GRAVITY DESIGN RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG2 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 180948ABCDEFGHI12345JSLOPE DN.@0.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:128' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"7' - 6"7' - 6"7' - 6"2' - 0"7' - 6"7' - 6"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"NORTH1/8" = 1'-0"1ROOF PLANRB-3RB-3RB-1RB-4RB-2RJ-2 RJ-3 RJ-4 RJ-1 RB-5RB-6RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1364 @ 7' 11 1/4"2705 (5.25")Passed (50%)1.15 1.0 D + 1.0 S (Adj Spans) Shear (lbs)735 @ 8' 2"1794 Passed (41%)1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs)-1827 @ 7' 11 1/4"3634 Passed (50%)1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in)0.127 @ 15' 9 1/2"0.480 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.236 @ 15' 9 11/16"0.720 Passed (L/731)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch : 0.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 2" o/c based on loads applied, unless detailed otherwise. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - SPF 3.50"3.50"3.50"92 185 277 Blocking 2 - Beveled Plate - SPF 5.50"5.50"3.50"633 731 1364 None 3 - Hanger on 11 7/8" SPF beam 6.50"Hanger¹- / 1.75" ²282 322 604 Web Stiffeners, See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Top Mount Hanger WP1.81X H=11.813 SLD2.4 3.50"2-10dx1.5 N/A 2-10dx1.5 Web Stiffeners Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 22' 10 1/2"24"22.0 25.0 Roof 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 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 at Weyerhaeuser 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 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 Length : 22' 4 3/4" MEMBER REPORT PASSED Roof, RJ-1 1 piece(s) 11 7/8" TJI® 110 @ 24" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 13 / 24WG3 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)616 @ 19' 10 1/4"1409 (1.75")Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)616 @ 19' 10 1/4"1794 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3025 @ 10' 3/8"3634 Passed (83%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.448 @ 10' 3/8"0.655 Passed (L/527)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.843 @ 10' 3/8"0.983 Passed (L/280)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch : 0.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 10" o/c based on loads applied, unless detailed otherwise. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - SPF 3.50"3.50"1.75"295 334 629 Blocking 2 - Hanger on 11 7/8" SPF beam 5.50"Hanger¹- / 1.75" ²302 343 645 Web Stiffeners, See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Top Mount Hanger WP1.81X H=11.813 SLD2.4 3.50"2-10dx1.5 N/A 2-10dx1.5 Web Stiffeners Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 20' 3 3/4"16"22.0 25.0 Roof 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 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 at Weyerhaeuser 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 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 Length : 19' 10 15/16" MEMBER REPORT PASSED Roof, RJ-2 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 14 / 24WG4 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1885 @ 19' 9"2705 (5.25")Passed (70%)1.15 1.0 D + 1.0 S (Adj Spans) Shear (lbs)997 @ 19' 6 1/4"1794 Passed (56%)1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs)-3377 @ 19' 9"3634 Passed (93%)1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in)0.365 @ 9' 1 13/16"0.644 Passed (L/634)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.683 @ 9' 1 11/16"0.965 Passed (L/339)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch : 0.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 11" o/c based on loads applied, unless detailed otherwise. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 11 7/8" SPF beam 5.50"Hanger¹- / 1.75" ²363 414 777 Web Stiffeners, See note ¹ 2 - Beveled Plate - SPF 5.50"5.50"3.50"879 1007 1886 None 3 - Beveled Plate - SPF 3.50"3.50"3.50"3 136/-73 139/-73 Blocking Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger WP1.81X H=11.813 SLU2.4 3.50"2-10dx1.5 N/A 2-10dx1.5 Web Stiffeners Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 28' 3 1/4"24"22.0 25.0 Roof 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 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 at Weyerhaeuser 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 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 Length : 27' 10 9/16" MEMBER REPORT PASSED Roof, RJ-3 1 piece(s) 11 7/8" TJI® 110 @ 24" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 15 / 24WG5 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)540 @ 6' 10 1/4"2227 (3.50")Passed (24%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)305 @ 6' 8 1/2"1794 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)417 @ 3' 4 1/4"3634 Passed (11%)1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in)0.011 @ 3' 6 1/2"0.216 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.020 @ 3' 6 1/16"0.324 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch : 0.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 7' 4" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 4" o/c based on loads applied, unless detailed otherwise. • 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 Snow Total Accessories 1 - Beveled Plate - SPF 5.50"5.50"1.75"144 172 316 Blocking 2 - Beveled Plate - SPF 3.50"3.50"3.50"253 287 540 Blocking Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 9'24"22.0 25.0 Roof 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 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 at Weyerhaeuser 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 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 Length : 9' 9/16" MEMBER REPORT PASSED Roof, RJ-4 1 piece(s) 11 7/8" TJI® 110 @ 24" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 16 / 24WG6 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG7RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 WG8RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 WG9 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 18094841A4.2ABCDEFGHI1234566.80 SFRES. ELEV. LOBBY 4P2A4.2JELEV.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"11' - 8"11' - 8"12' - 4"5A4.224' - 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"2' - 6"9' - 10"5' - 0"6' - 8"4' - 0"6' - 8"7' - 8"9' - 4"17' - 4"89' - 8"93' - 8"10' - 8"17' - 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"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"23' - 8"REFPUNIT 17UNIT 18UNIT 19UNIT 20UNIT 21UNIT 22UNIT 23UNIT 24CL.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 2LIVINGBEDRM. 1BEDRM. 1LIVINGLIVINGDININGDININGKIT.1/8" = 1'-0"2LEVEL 4FJ-2B-1 B-2B-3B-5B-4 B-6B-7FJ-1FJ-3FJ-4 FJ-5FJ-4 FJ-4 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1300 @ 11' 11 3/4"1935 (3.50")Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)602 @ 12' 1 1/2"1716 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-1515 @ 11' 11 3/4"3160 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.063 @ 18' 1 9/16"0.292 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.093 @ 18' 3 13/16"0.584 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 59 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 7" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 7" o/c based on loads applied, unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 5.50"4.25"1.75"170 291/-34 461/-34 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"3.50"3.50"524 776 1300 None 3 - Hanger on concrete 4.00"Hanger¹1.75" / - ²170 290/-20 460/-20 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 24'16"27.0 40.0 Residential - Living Areas 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 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 at Weyerhaeuser 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 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 floor framing, FJ-1 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 2 / 24WG10 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1326 @ 10' 2 3/4"1935 (3.50")Passed (69%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)667 @ 10' 4 1/2"1716 Passed (39%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-1622 @ 10' 2 3/4"3160 Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.098 @ 17' 4 11/16"0.336 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.154 @ 17' 5 15/16"0.672 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 53 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 5" o/c based on loads applied, unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 5.50"4.25"1.75"125 255/-65 380/-65 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"3.50"3.50"534 791 1325 None 3 - Hanger on concrete 4.00"Hanger¹1.75" / - ²205 324/-3 529/-3 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 24'16"27.0 40.0 Residential - Living Areas 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 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 at Weyerhaeuser 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 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 floor framing, FJ-2 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 3 / 24WG11 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)597 @ 13' 9"910 (1.75")Passed (66%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)597 @ 13' 9"1560 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1998 @ 7' 3/4"3160 Passed (63%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.136 @ 7' 3/4"0.334 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.227 @ 7' 3/4"0.669 Passed (L/706)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 51 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 8" o/c based on loads applied, unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 5.50"4.25"1.75"254 377 631 1 1/4" Rim Board 2 - Hanger on concrete 4.00"Hanger¹1.75" / - ²253 374 627 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 1"16"27.0 40.0 Residential - Living Areas 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 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 at Weyerhaeuser 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 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 floor framing, FJ-3 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 9 / 24WG12 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)406 @ 5' 11 1/2"1406 (1.50")Passed (29%)--1.0 D + 1.0 L (All Spans) Shear (lbs)339 @ 5' 6"990 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)566 @ 3' 2"848 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.053 @ 3' 2"0.140 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.096 @ 3' 2"0.279 Passed (L/702)--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). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 10" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 10" o/c based on loads applied, unless detailed otherwise. •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 - SPF 5.50"4.25"1.50"207 253 460 1 1/4" Rim Board 2 - Hanger on 5 1/2" SPF beam 3.50"Hanger¹1.50"201 247 448 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Top Mount Hanger LB26 1.50"2-16d 2-16d 2-10dx1.5 Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 3"16"49.0 60.0 Residential - Living Areas 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 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 at Weyerhaeuser 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 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 floor framing, FJ-4 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 7 / 24WG13 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)624 @ 8' 11 1/2"1406 (1.50")Passed (44%)--1.0 D + 1.0 L (All Spans) Shear (lbs)536 @ 8' 4 1/4"1305 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1338 @ 4' 8"1360 Passed (98%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.128 @ 4' 8"0.215 Passed (L/803)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.233 @ 4' 8"0.429 Passed (L/442)--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). •Top Edge Bracing (Lu): Top compression edge must be braced at 1' 9" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 10" o/c based on loads applied, unless detailed otherwise. •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 - SPF 5.50"4.25"1.50"305 373 678 1 1/4" Rim Board 2 - Hanger on 7 1/4" SPF beam 3.50"Hanger¹1.50"299 367 666 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Top Mount Hanger THA29 2.25"2-10d 6-10d 4-10d Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 9' 3"16"49.0 60.0 Residential - Living Areas 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 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 at Weyerhaeuser 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 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 floor framing, FJ-5 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC ForteWEB Software Operator Job Notes 3/20/2020 9:53:19 PM UTCBobbi Fisher Coffman Engineers (360) 707-5656 bobbi.fisher@coffman.com ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 File Name: wood joists_Imported Page 12 / 24WG14 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG15RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 WG16RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 WG17RECEIVED03/19/2021 striplettBUILDING DIVISIONB20003319_V2 WG18 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 180948ABCDEFGHI12345JSLOPE DN.@0.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:12SLOPE DN.@1.5:128' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"7' - 6"7' - 6"7' - 6"2' - 0"7' - 6"7' - 6"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"NORTH1/8" = 1'-0"1ROOF PLAN220, 250220, 250220, 250286, 3254.8, 5.55.1, 5.92.2, 2.6374, 425429, 4884.8, 5.5374, 4254.5, 5.1.94,1.07.4, .46.7, .8.7, .8.7, .8.7, .8.7, .8.7, .8.7, .81.3, 1.5.7, .8.7, .8.7, .8.3, .3.7, .8.3, .3.9, 1.0.9, 1.01.3, 1.51.2, 1.3.94, 1.07Roof Load Diagram Key PlanRECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG19 project location client by date checked date sheet no. job no.41A4.2ABCDEFGHI1234566.80 SFRES. ELEV. LOBBY 4P2A4.2JELEV.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"11' - 8"11' - 8"12' - 4"5A4.224' - 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"2' - 6"9' - 10"5' - 0"6' - 8"4' - 0"6' - 8"7' - 8"9' - 4"17' - 4"89' - 8"93' - 8"10' - 8"17' - 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"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"23' - 8"REFPUNIT 17UNIT 18UNIT 19UNIT 20UNIT 21UNIT 22UNIT 23UNIT 24CL.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 2LIVINGBEDRM. 1BEDRM. 1LIVINGLIVINGDININGDININGKIT.1/8" = 1'-0"2LEVEL 44th Dimension BLF 8-28-18 180948220, 250220, 250220, 250286, 3254.8, 5.55.1, 5.92.2, 2.64.8, 5.54.5, 5.1.94,1.07.4, .46.7, .8.7 , . 8.7, .8.7, .8.7, .8.7, .8.7, .81.3, 1.5.7, .8.7, .8.7, .8.3, .3.7, .8.3, .3.9, 1.0.9, 1.01.3, 1.51.2, 1.3.94, 1.07156, 240 156, 240 312, 480 312, 480 312, 480 378, 560 156, 240 312, 480 312, 480 312, 480 312, 480 .5, .72.39, .6.5, .8.5, .81.1, 1.6.5, .8.5, .81.1, 1.6147, 1801.0, 2.21.0, 2.2.4, .868, 150.1, .1.2, .2.2, .2.1, .1.1, .1.4, . 9.4, .9.4, .9.8, 1.8.4, .9.4, .968, 150Level 4 Load Diagram Key PlanRECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG20 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 180948UPUP3A4.2ELEV.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 3220, 250220, 250220, 250366, 180, 3254.8, 5.55.1, 5.92.2, 2.64.8, 5.54.5, 5.1.94,1.07.4, .46.7, .8.7, . 8.7, .8.7, .8.7, .8.7, .8.7, .81.3, 1.5.7, .8.7, .8.7, .8.4, .4.7, .8.4, .41.1, 1.2.9, 1.02.3, 3.72.2, 3.51.34, 1.87156, 240 156, 240 312, 480 312, 480 312, 480 312, 480 156, 240 312, 480 312, 480 312, 480 312, 480 .5, .72.39, .6.5, .8.5, .81.1, 1.6.5, .8.5, .81.1, 1.680, 1801.0, 2.21.0, 2.2.4, .8135, 300135, 300.1, .1.2, .2.2, .2.1, .1.1, .1.4, . 9.4, .9.4, .9.8, 1.8.8, 1.8.8, 1.8312, 480 312, 480 1.1, 1.6312, 480 .5, .8Level 3 Load Diagram Key PlanRECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WG21 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 180948UPUP3A4.2ELEV.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 312.9 K11 K4.8 K12.9 K9.6 K.94,1.073.46 K1.9 K4. 1 K1.5 K1.5 K1.5 K1.5 K4.1 K8.0 K4.1 K4.1 K1.5 K1.0 K1.5 K1.0 K2.7 K2.7 K9.2 K8.9 K4.41 K2.44 K2.0 K2.6 K5.4 K2.6 K5.4 KCapacity of a (2) 2x4 studs =4.9 Kips (2) 2x6 studs =10.3 Kips 6x8 post = 25.78 Kips 6 3 6 3 Level 3 Load Diagram Key PlanRECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Stud Wall Design Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(le/d)2 QTY. Stud Size Species/Grade Spacing Stud Information: 1 @ 16 in. oc. Plate Material: Wall Height:9.00 ft Axial Dead Load:0.96 960 plf Axial Unreduced Live Load: 0.624 624 plf Axial Reduced Live Load: 0.62 624 plf Axial Snow Load:0.00 0 plf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 STUD CHECKS DCR l e/d 31 OK D + (0.6W or 0.7E)0.49 OK D + L 0.87 OK D + S 0.52 OK D + 0.75[L + (0.6W or 0.7E)] 0.91 OK D + 0.75[L + S + (0.6W or 0.7E)] 0.89 OK Deflection***D =0.11 0.26 OK L/ 941 Plate Crushing 0.51 OK STUD CHECK (FIRE RATED)DCR D + 0.5Lunreduced + 0.2S****1.01 OK 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) Type III fire treated studs WG22 Interior Stud Wall RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Stud Wall Design Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(le/d)2 QTY. Stud Size Species/Grade Spacing Stud Information: 1 @ 16 in. oc. Plate Material: Wall Height:9.00 ft Axial Dead Load:0.58 580 plf Axial Unreduced Live Load: 0.36 360 plf Axial Reduced Live Load: 0.36 360 plf Axial Snow Load:0.33 325 plf Design Lateral Pressure(0.6W or 0.7E): 22.0 psf Deflection Criteria: L/ 240 STUD CHECKS DCR l e/d 20 OK D + (0.6W or 0.7E)0.25 OK D + L 0.16 OK D + S 0.15 OK D + 0.75[L + (0.6W or 0.7E)] 0.21 OK D + 0.75[L + S + (0.6W or 0.7E)] 0.22 OK Deflection***D =0.09 0.20 OK L/ 1186 Plate Crushing 0.23 OK STUD CHECK (FIRE RATED)DCR D + 0.5Lunreduced + 0.2S****0.4 OK 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) Type III fire treated studs WG23 Exterior Stud Wall RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Multiple Stud Post and Wall Table Stud Type:Doug Fir #2H (ft) =9 Ft.H (ft) =11. Ft.H (ft) = H (ft) = H (ft) =Doug Fir #2PostsStrong AxisWeak AxisStrong AxisWeak AxisStrong AxisWeak AxisStrong AxisWeak AxisStrong AxisWeak Axis Plate Crushing(2) 2x44.91 3.37(3) 2x4 7.37 5.06(4) 2x4 9.82 6.74(5) 2x4 12.28 8.43(2) 2x610.31 10.31(3) 2x6 15.47 15.47(4) 2x6 20.62 20.62(5) 2x6 25.78 25.784x4 HF #14x6 HF #16x6 DF#118.91 18.836x8 DF #125.78 25.78 25.78 25.688x8 DF #1Steel (ASD)TS 3x3x1/4"TS 4x4x1/4"TS 5x5x3/16"TS 5x3x3/8"WallsPwind = Pwind = Pwind = Pwind = Pwind = 2x4 @ 16" oc2x4 @ 12" oc2x4 @ 8" oc2x6 @ 16" oc2x6 @ 12" oc2x6 @ 8" ocHP1BYM3/20/2020WG24 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 LATERAL DESIGN WL1 WOOD LATERAL DESIGN RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project: 4TH Dimension Mixed Use Date:3/20/2020 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 = Cthn x 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 = 1651 kips Base Shear =237 kips (LFRD) Vertical Distribution - Left Building k =1.0 Level Height Weight w * hk Cvx Story Force Story Shear (ft)(kips)kips (kips) roof 31.0 422 13092 0.415 98.5 98.5 4 20.0 614 12288 0.390 92.4 190.9 3 10.0 614 6144 0.195 46.2 237.1 0 0.0 0 0 0.000 0.0 Totals:1651 31524 1 237.1 Diaphragm Distribution: Left Building roof 98.5 422 422 99 79 99 4 190.9 614 1037 113 115 115 3 237.1 614 1651 88 115 115 0 0 0 0 0 0 328 equation:Fx =Cvx V Fpx(min)= .2 SDS I wpx Fpx min (kips) Fpx (kips) Fpx (kips) Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) pxpxwn xi iw n xi iF F  =  ==k xxvx ihn i iw hwC k  = = 1 Coffman Engineers print date: 3/20/2020 WL2 For Wood RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project: 4TH Dimension Mixed Use Date:3/20/2020 Engr:BLF Weight Take Off Roof Wall height = 6 feet wall weight = 58 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 10500 31 0 0 325.5 77.1 75.9 75.9 stair 300 25 0 0 7.5 1.8 1.7 1.7 Bal & cor 0 0 0 0 0.0 0.0 0.0 0.0 walls 0 0 280 0 89.3 21.1 20.8 20.8 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 10800 0 422.3 100.0 98.5 98.5 LVL 4 Wall height = 10 feet wall weight = 58 psf b L Area w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 7430 45 0 334.4 54.4 50.3 62.4 stair 250 50 0 12.5 2.0 1.9 2.3 Bal & cor 2103 50 0 105.2 17.1 15.8 19.6 walls 0 0 280 162.4 26.4 24.4 30.3 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 9783 614.4 100.0 92.4 114.6 LVL 3 Wall height = 10 feet wall weight = 58 psf B L AREA w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 7430 45 0 334.4 54.4 25.1 62.4 stair 250 50 0 12.5 2.0 0.9 2.3 Bal & cor 2103 50 0 105.2 17.1 7.9 19.6 walls 0 0 280 162.4 26.4 12.2 30.3 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 9783 614.4 100.0 46.2 114.6 Total Seismic Weight =1651.1 kips (LRFD) Coffman Engineers print date: 3/20/2020 WL3 For Wood RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project: 4TH Dimension Mixed Use Date:3/20/2020 Engr:BLF Site Class =D SS =1.40 S1 =0.53 SDS= 0.93 SD1= 0.53 R =5.0 I =1.0 Fundamental Period -Ta = Cthn x hn=31 Ct=0.02 x =0.75 Ta = 0.263 Seismic Response Coefficient - Cs (eq)=0.187 Cs =0.187 Cs (max)=0.400 Cs (min)=0.010 Base Shear- Weight = 1237 kips Base Shear =231 kips (LFRD) Vertical Distribution - Left Building k =1.0 Level Height Weight w * hk Cvx Story Force Story Shear (ft)(kips)kips (kips) roof 31.0 333 10323 0.432 99.8 99.8 4 20.0 452 9040 0.379 87.4 187.2 3 10.0 452 4520 0.189 43.7 230.9 0 0.0 0 0 0.000 0.0 Totals:1237 23883 1 230.9 Diaphragm Distribution: Left Building roof 99.8 333 333 100 62 100 4 187.2 452 785 108 84 108 3 230.9 452 1237 84 84 84 0 0 0 0 0 0 292 equation:Fx =Cvx V Fpx(min)= .2 SDS I wpx Fpx min (kips) Fpx (kips) Fpx (kips) Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) pxpxwn xi iw n xi iF F  =  ==k xxvx ih n i iw hwC k  = = 1 Coffman Engineers print date: 3/20/2020 WL4 For CMU RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Project: 4TH Dimension Mixed Use Date:3/20/2020 Engr:BLF Weight Take Off Roof Wall height =11 feet wall weight =21 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 0 0 10500 31 0 0 325.5 97.7 97.6 97.6 stair 0 0 300 25 0 0 7.5 2.3 2.2 2.2 Bal & cor 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 0.0 0 0 0 0 0.0 0.0 0.0 0.0 10800 0 333.0 100.0 99.8 99.8 LVL 4 Wall height =10 feet wall weight =21 psf b L Area w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 0 0 7430 45 0 334.35 74.0 64.7 79.7 stair 0 0 250 50 0 12.5 2.8 2.4 3.0 Bal & cor 0 0 2103 50 0 105.15 23.3 20.3 25.1 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 9783 452.0 100.0 87.4 107.8 LVL 3 Wall height =10 feet wall weight =21 psf B L AREA w wall length W %W Vx Vdia ft ft sf psf ft kips Kips Kips main bldg 0 0 7430 45 0 334.35 74.0 32.3 62.4 stair 0 0 250 50 0 12.5 2.8 1.2 2.3 Bal & cor 0 0 2103 50 0 105.15 23.3 10.2 19.6 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 9783 452.0 100.0 43.7 84.4 Total Seismic Weight =1237.0 kips (LRFD) Coffman Engineers print date: 3/20/2020 WL5 For CMU RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 4TH Dimension Mixed Use Date:3/20/2020 Engr:BLF Shear Walls (LRFD) VSW LSW vSW 10d Shear Wall Capacity (kips) (ft) (plf) Shear wall 10d Roof SW6 490 East-West SW4 735 A 5.9 9.25 633 SW4 SW3 960 B 11.7 40 293 SW6 CMU Wall SW2 1230 C 11.7 40 293 SW6 CMU Wall 2SW4 1470 D 11.7 40 293 SW6 CMU Wall 2SW3 1920 E 11.7 40 293 SW6 CMU Wall 2SW2 2465 F 11.7 40 293 SW6 CMU Wall SW2-5/8 1395 G 11.7 40 293 SW6 CMU Wall H 11.7 40 293 SW6 CMU Wall I 7.8 17 459 SW6 CMU Wall J 2.0 17 115 SW6 CMU Wall As 1.1 9 125 SW6 CMU Wall A.5s 1.1 9 125 SW6 CMU Wall 99.8 North-South 1 48.4 67 722 SW4 3 48.4 50 968 SW2 0 0.0 1 0 - 4.5 0.9 12 73 SW6 CMU Wall 5 0.9 17 52 SW6 CMU Wall 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 -98.5 VSW LSW vSW 10d (kips) (ft) (plf) Shear wall 4 East-West A 11.0 9.25 1184 SW2 B 21.9 40 548 SW4 CMU Wall C 21.9 40 548 SW4 CMU Wall D 21.9 40 548 SW4 CMU Wall E 21.9 40 548 SW4 CMU Wall F 21.9 40 548 SW4 CMU Wall G 21.9 40 548 SW4 CMU Wall H 21.9 40 548 SW4 CMU Wall I 14.6 17 859 SW3 CMU Wall J 3.7 17 215 SW6 CMU Wall As 2.3 9 259 SW6 CMU Wall A.5s 2.3 9 259 SW6 CMU Wall 187.2 North-South 1 93.6 67 1398 2SW4 3 93.6 50 1873 2SW3 0 0.0 1 0 - 4.5 1.8 12 151 SW6 CMU Wall 5 1.8 17 107 SW6 CMU Wall 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 -190.9 Project: Line Line Coffman Engineers 3/20/2020 Wood Framed Lateral DesignWL6 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 VSW LSW vSW 10d (kips) (ft) (plf) Shear wall Shear Wall Capacity 3 10d East-West SW6 490 A 13.5 9.25 1460 2SW4 SW4 735 B 27.0 40 675 SW4 CMU Wall SW3 960 C 27.0 40 675 SW4 CMU Wall SW2 1230 D 27.0 40 675 SW4 CMU Wall 2SW4 1470 E 27.0 40 675 SW4 CMU Wall 2SW3 1920 F 27.0 40 675 SW4 CMU Wall 2SW2 2465 G 27.0 40 675 SW4 CMU Wall SW2-5/8 1395 H 27.0 40 675 SW4 CMU Wall I 18.0 17 1059 SW2 CMU Wall J 4.5 17 265 SW6 CMU Wall As 2.9 9 326 SW6 CMU Wall A.5s 2.9 9 326 SW6 CMU Wall 230.9 North-South 1 116.3 67 1735 2SW3 3 116.3 50 2325 2SW2 0 0.0 1 0 - 4.5 2.3 12 190 SW6 CMU Wall 5 2.3 17 134 SW6 CMU Wall 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 - 0 0.0 1 0 -237.1 Line Coffman Engineers 3/20/2020 Wood Framed Lateral DesignWL7 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Shear Wall ID:File Name and Location:P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Wood LATERAL\[Stacking Shear Walls 2006 IBC.xls]1Wind Design or Seismic Design? (W or E)ETotal Length of Wall, L:24.67Total Length of Openings in Wall:12.00Horizontal Offset From Each End of Wall (inches):12.00Wall Dead Weight, psf (Optional):10.00Framing Type:DFPanel Nailing Type :10dw (plf)DL DL E/W**L1DL E/W**L2Shear (plf)Tmax (k) Cmax (k) Tmax (k) Cmax (k) Tmax (k) Cmax (k)Roof 9.00 9.15 W4 200722 -0.4 6.9 -0.4 4.7 -7.4 7.44 9.00 17.71 2W4 501398 -5.9 15.4 -4.3 10.6 -22.1 22.13 9.00 21.98 2W3 501735 -13.1 25.7 -9.4 17.8 -41.3 41.30 0.00 0.00 W2 00 -13.1 25.7 -9.4 17.8 -39.7 39.70 0.00 0.00 W2 00 -13.1 25.7 -9.4 17.8 -38.2 38.2Notes: Input all forces as kips, U.O.N.Input all lengths and heights as feet, U.O.N.Input unfactored dead and live loads: spreadsheet utilizes LRFD and ASD Basic Load Combination to factor loads*This force is the cumulative force from all floors above, not the force from the top of the floor only- Input forces at LRFD level.**Earthquake/Wind Load: Input downward forces as positive and upward forces as negative - Input forces at LRFD levelShear Wall ID:File Name and Location:P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Wood LATERAL\[Stacking Shear Walls 2006 IBC.xls]1Wind Design or Seismic Design? (W or E)ETotal Length of Wall, L:6.33Total Length of Openings in Wall:0.67Horizontal Offset From Each End of Wall (inches):12.00Wall Dead Weight, psf (Optional):10.00Framing Type:DFPanel Nailing Type :10dw (plf)DL DL E/W**L1DL E/W**L2Shear (plf)Tmax (k) Cmax (k) Tmax (k) Cmax (k) Tmax (k) Cmax (k)Roof 9.00 4.09 W4 220722 -7.6 9.4 -5.4 6.5 -7.4 7.44 9.00 7.92 2W4 681398 -23.6 26.3 -16.6 18.4 -22.1 22.13 9.00 9.83 2W3 681735 -43.6 47.2 -30.6 33.0 -41.3 41.30 0.00 0.00 W2 00 -43.6 47.2 -30.6 33.0 -39.7 39.70 0.00 0.00 W2 00 -43.6 47.2 -30.6 33.0 -38.2 38.2Notes: Input all forces as kips, U.O.N.Input all lengths and heights as feet, U.O.N.Input unfactored dead and live loads: spreadsheet utilizes LRFD and ASD Basic Load Combination to factor loads*This force is the cumulative force from all floors above, not the force from the top of the floor only- Input forces at LRFD level.**Earthquake/Wind Load: Input downward forces as positive and upward forces as negative - Input forces at LRFD levelABUltimate with DL Allowable with DL Ult. Nom. Capacity of Wallholdown type:LevelHeight of Wall, HForce at Top of Wall, (1.6W or E)*SW TypeP1P2Wall Force at Top of Wall, (1.6W or E)*Ult. Nom. Capacity of WallSW TypeAllowable with DLWall P1P2Ultimate with DLLevelholdown type:Height of Wall, HWL8 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Shear Wall ID:File Name and Location:P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Wood LATERAL\[Stacking Shear Walls 2006 IBC.xls]1Wind Design or Seismic Design? (W or E)ETotal Length of Wall, L:8.33Total Length of Openings in Wall:0.00Horizontal Offset From Each End of Wall (inches):12.00Wall Dead Weight, psf (Optional):10.00Framing Type:DFPanel Nailing Type :10dw (plf)DL DL E/W**L1DL E/W**L2Shear (plf)Tmax (k) Cmax (k) Tmax (k) Cmax (k) Tmax (k) Cmax (k)Roof 9.00 8.04 w2 286965 -10.0 12.8 -7.1 8.9 -12.3 12.34 9.00 15.60 2w3 1471873 -31.3 35.9 -22.0 25.1 -31.5 31.53 9.00 19.37 2w2 1472325 -58.0 64.3 -40.7 44.9 -56.2 56.20 0.00 0.00 W2 00 -58.0 64.3 -40.7 44.9 -54.6 54.60 0.00 0.00 W2 00 -58.0 64.3 -40.7 44.9 -53.1 53.1Notes: Input all forces as kips, U.O.N.Input all lengths and heights as feet, U.O.N.Input unfactored dead and live loads: spreadsheet utilizes LRFD and ASD Basic Load Combination to factor loads*This force is the cumulative force from all floors above, not the force from the top of the floor only- Input forces at LRFD level.**Earthquake/Wind Load: Input downward forces as positive and upward forces as negative - Input forces at LRFD levelShear Wall ID:File Name and Location:P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Wood LATERAL\[Stacking Shear Walls 2006 IBC.xls]1Wind Design or Seismic Design? (W or E)ETotal Length of Wall, L:6.00Total Length of Openings in Wall:0.00Horizontal Offset From Each End of Wall (inches):12.00Wall Dead Weight, psf (Optional):10.00Framing Type:DFPanel Nailing Type :10dw (plf)DL DL E/W**L1DL E/W**L2Shear (plf)Tmax (k) Cmax (k) Tmax (k) Cmax (k) Tmax (k) Cmax (k)Roof 9.00 5.81 W2 286968 -12.1 14.1 -8.5 9.8 -12.3 12.34 9.00 11.24 2W3 1471873 -36.7 40.0 -25.7 28.0 -31.5 31.53 9.00 13.95 2W2 1472325 -67.4 72.0 -47.3 50.3 -56.2 56.20 0.00 0.00 W2 00 -67.4 72.0 -47.3 50.3 -54.6 54.60 0.00 0.00 W2 00 -67.4 72.0 -47.3 50.3 -53.1 53.1Notes: Input all forces as kips, U.O.N.Input all lengths and heights as feet, U.O.N.Input unfactored dead and live loads: spreadsheet utilizes LRFD and ASD Basic Load Combination to factor loads*This force is the cumulative force from all floors above, not the force from the top of the floor only- Input forces at LRFD level.**Earthquake/Wind Load: Input downward forces as positive and upward forces as negative - Input forces at LRFD levelCDUltimate with DL Allowable with DL Ult. Nom. Capacity of Wallholdown type:LevelHeight of Wall, HForce at Top of Wall, (1.6W or E)*SW TypeP1P2Wall Ultimate with DL Allowable with DL Ult. Nom. Capacity of Wallholdown type:LevelHeight of Wall, HForce at Top of Wall, (1.6W or E)*SW TypeP1P2Wall WL9 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 Shear Wall ID:File Name and Location:P:\Sea\18Jobs\180948 4th Dimension Mixed Use\5.0 PROJECT DEVELOPMENT\5.14 STRUCTURAL\5.14.5 Design Calculations\Wood LATERAL\[Stacking Shear Walls 2006 IBC.xls]1Wind Design or Seismic Design? (W or E)ETotal Length of Wall, L:19.50Total Length of Openings in Wall:10.00Horizontal Offset From Each End of Wall (inches):12.00Wall Dead Weight, psf (Optional):10.00Framing Type:DFPanel Nailing Type :10dw (plf)DL DL E/W**L1DL E/W**L2Shear (plf)Tmax (k) Cmax (k) Tmax (k) Cmax (k) Tmax (k) Cmax (k)Roof 9.00 5.90 W2 200621 -0.5 5.6 -0.4 3.8 -12.3 12.34 9.00 11.00 2W3 501158 -4.9 12.5 -3.6 8.6 -31.5 31.53 9.00 13.50 2W2 501421 -10.6 20.6 -7.6 14.3 -56.2 56.20 0.00 0.00 W2 00 -10.6 20.6 -7.6 14.3 -54.6 54.60 0.00 0.00 W2 00 -10.6 20.6 -7.6 14.3 -53.1 53.1Notes: Input all forces as kips, U.O.N.Input all lengths and heights as feet, U.O.N.Input unfactored dead and live loads: spreadsheet utilizes LRFD and ASD Basic Load Combination to factor loads*This force is the cumulative force from all floors above, not the force from the top of the floor only- Input forces at LRFD level.**Earthquake/Wind Load: Input downward forces as positive and upward forces as negative - Input forces at LRFD levelUltimate with DL Allowable with DL Ult. Nom. Capacity of Wallholdown type:LevelHeight of Wall, HForce at Top of Wall, (1.6W or E)*SW TypeP1P2Wall WL10 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 WL11 project location client by date checked date sheet no. job no. 4th Dimension BLF 8-28-18 180948UPUP3A4.2ELEV.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 layout WALL 1 WALL 1 WALL 1 WALL 1 WALL 1 WALL 1 WALL 1 WALL 2 WALL 3WALL 4WALL 5RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 project by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2006 IBC and ACI 530-05 Section 3.3.6 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 =480 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 =11.7 kips @ 31 ft V2 =10.2 kips @ 20.1 ft V3 =5.1 kips @ 10.1 ft V4 =0 kips @ 0 ft V5 =0 kips @ 0 ft Wall Weight = 1798 plf Dead Load, wDL =756 plf Live Load, wLL =1120 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 = 0.27 in2/ft OK V corresponding to 1.25*Mn =OK Maximum In-Plane Vertical Steel Ratio = 0.953 in2/ft OK As Actual = 0.115 in2/ft Shear:r min and Spacing Requirements Vu = 27 kips rvert + rhorz (min)OK Smax (Vert)OK fVn =70.1 kips OK rvert (min)OK Smax (Horz)OK fVs =70.1 kips OK rhorz (min)OK Min vert=1/2 horiz OK Boundary Element Check (ACI 3.3.6.6):Not Required Adjacent Wall Dead Loads Gravity Line Loads Gravity Point Loads (kips) 0 200 400 600 800 1000 1200 1400 1600 1800 2000 0.0 5000.0 10000.0 15000.0fPn(kips)fMn(k-ft) WL12 Masonry Shear Wall #1 4th Dimension RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 project by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2006 IBC and ACI 530-05 Section 3.3.6 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 =7.8 kips @ 31 ft V2 =6.8 kips @ 20.1 ft V3 =3.4 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 = 18 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 3.3.6.6):Not Required Adjacent Wall Dead Loads Gravity Line Loads 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) WL13 Masonry Shear Wall #2 4th Dimension RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 project by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2006 IBC and ACI 530-05 Section 3.3.6 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 3.3.6.6):Not Required Adjacent Wall Dead Loads Gravity Line Loads 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) WL14 Masonry Shear Wall #3 4th Dimension RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 project by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2006 IBC and ACI 530-05 Section 3.3.6 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 3.3.6.6):Not Required Adjacent Wall Dead Loads Gravity Line Loads Gravity Point Loads (kips) 0 100 200 300 400 500 600 0.0 500.0 1000.0 1500.0fPn(kips)fMn(k-ft) WL15 Masonry Shear Wall #4 4th Dimension RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 project by sheet no. location date client job no. Masonry Shear Wall Design in Accordance with 2006 IBC and ACI 530-05 Section 3.3.6 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 3.3.6.6):Not Required Adjacent Wall Dead Loads Gravity Line Loads 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) WL16 Masonry Shear Wall #5 4th Dimension RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2 RECEIVED 03/19/2021 striplett BUILDING DIVISION B20003319_V2