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Specifications (18) • LMC Construction I Project:22042 H4-The Ridge Apartments / 19200 SW Teton Avenue A�� 14100-14410 SW 112th Ave Tualatin, Oregon 97062 �������JJ Tigard,Oregon 97224 P:(503)646-0521 CONSTRUCTION F:(503)646-6823 OFFICE COPY 13ltP2 022^0002w 14-1310 SW IIZTM AVE RFI #69: 1-Bedroom ADA Framing Plan Status Open To Brennan Stanyer(Froelich Engineers Inc) From Jorge Andrade(LMC Inc) Brandon Lanius(Pinnacle Architecture Inc) 19200 SW Teton Avenue Ryan Cain(Pinnacle Architecture Inc)(Response Tualatin,Oregon 97062 Required) Date Initiated Jan 31,2023 Due Date Feb 3,2023 Location Project Stage Cost Impact TBD Schedule Impact TBD Spec Section Cost Code Drawing Number A4.11 Reference Linked Drawings Received From Gary DeWinter(LMC Inc) Copies To Casey Adkins(LMC Inc),Jack Brawner(McCullough Allen),Gary DeWinter(LMC Inc), Kalina Kunert(Pinnacle Architecture Inc), Brandon Lanius(Pinnacle Architecture Inc),Sean Merrick(McCullough Allen),Josh Merzlak(McCullough Allen),Will Seals (Housing Authority Washington County), Rachel Sharp(LMC Inc) Activity Question Question from Jorge Andrade LMC Inc on Tuesday,Jan 31, 2023 at 07:06 AM PST Details 1 &2/A4.11 shows demolition of existing load bearing wall. Please provide structural design to re-support ceiling/floor joists.See attached for reference. Attachments The Ridge-ADA 1-Bedroom Floor Plan.pdf Awaiting an Official Response REVISI®N SEE ATTACHED REDLINE FRAMING PLAN. FROM: BRENNAN STANYER, El FIRM: FROELICH ENGINEERS DATE: 02/06/2023 - UPDATED 02/20/2023 . PPE OFFICE COPY LMC Construction Page 1 of 1 Printed On: Feb 6,2023 01:45 PM PST Supplementary Structural Calculations For Housing Authority of Washington County - The Ridge Remodel - RFI 69 Washington County, Or Pinnacle Architecture February 22, 2023 FE Job Number— 21-T076 sOvig.TP444 co ,, k, 51411 PE cr lb a cS, • -EGON i ''22 1�Off` °fir T.1t- EXPIRES Ay These Calculations Are Void If Seal And Signature Are Not Original 441( FROELICH ENGINEERS A * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. www.froelich-enqineers.com PORTLAND (HQ) 503 624 7005 BEND 541.383.1828 DENVER 720.799.1001 SPECIAL INSPECTIONS NOTE: Page 1_of 14 PERIODIC SPECIAL INSPECTIONS REQUIRED FOR EPDXY REBAR 1 Q INSTALLATION. CONCRETE TOPPING SLOPED LESS THAN VRF CEILING MOUNTED IN CLOSET, 5%AS REQUIRED TO RAMP TO NEW ADD ACCESS PANEL TO ALLOW FOR SPECIAL INSPECTIONS NOT LANDING REMOVAL/REPLACEMENTOF UNIT REQUIRED FOR CONCRETE PER OSSC 1705.3 NEW 2x10 DF#2 JOISTS AT 16"OC /33"CLR// NOTE: NEW FOOTINGS / / , CONCRETE TO BE 3,000 psi : 9 I L MINIMUM. AT SLAB POUR-BACK, �. — \ \ I �,d- PROVIDE 4"CONC SLAB ON to a I f ____Q_O i I I II - GRADE W/#3 BARS AT 18"OC EA rq CLOSET I — ' ——F I " ' I C0 = WAY V� � AV30� p — — 0� - \ 1 -- I I 7v REMOTE HQOD �,. .• . .� �V/ NEW 4x10 DF#2 — \ SWITCH ''1 I,r . .• - ,e s / HEADER W/(2)2x4 r E31 BATHROOM o ; NOTE: EPDXY(N)FOOTINGS s 1 i ° AND SLAB POUR BACK AREA TO -- DF#2 TRIMMER I ITI NEW 12"Wx10''DxCONT 1 r— (E)CONC SLAB ON GRADE W/#3 ' • KICHEN A3 STUDS&(1}2x4 DF 1 B4 . B2 1i ; FOOTING W/(2)#4 -TTY BARS AT 18"OC(MIN(2)PER " r:° - V16 I #2 KING STUD DW I� BARS LONG&#4 BARS FOOTING FACE)AT SLAB A4 B3 4 D11411u TRANS AT 12"OC — MID-DEPTH. EMBED 4"MIN INTO - . l o ; ./ 2" + • I: II _ r_ - \ J`� 3G EPDXY.SLAB. USE SIMPSON SET-XP OR :C1 --�quGly - G"' EXISTING 4x10 BEAM TO STUDS AT 16"OCC WALL-2x4 _ BEARING WALL- I REMAIN W/(2)2x4 DF#2 STUD 2x4 DF#2 STUDS PACK AT EA END IN WALL MIN L — — — I 1 AT 16"OC ADA KIT( I — — — j bearing NEW 4x6 DF#1 POST W/ �07 ADD 2x FULL HEIGHT LIVING ROOM la I 3'-6' L CA SIMPSON ABA POST BASE I BEDROOM j TO FOOTING&AC POST v3o '� BLOCKING �� CAP TO EXISTING BEAM o _ BETWEEN JOISTS CLOSET ALIGNED OVER(N) cAi NEW 2'-6"x2'-6"x10" BEARING WALL OVA CONC FTG W/(3)#4 BELOW W/0.148"x3' :KSP BARS EA WAY BOT 1 V3IS TOE NAILS AT 8"OC �E'1 i TO DBL TOP PL ,Lsi MINIMU j It' `t d� • s L L,1 , ,� ACCESSII D10.a . 7/ fib NEW CONCRETE LANDING AT 1/2"MAX BELOW FINISH FLOOR - e ` EXISTING 2x10 _ AT ADA UNITS ONLY,SLOPE 2% w .. DF#2 JOISTS AT MAX AWAY FROM BUILDING '` 16"OC. VERIFY • IN FIELD. MAX SPAN = 13'-0" (N)GRAB E ROBE HOC FOR CALCULATION REFERENCE ONLY - NOT FOR CONSTRUCTION - SEE RFI 69 RESPONSE FOR , CONSTRUCTION DRAWINGS Page 2 of 14 Client: Pinnacle Architecture Project: The Ridge ADA Proj.#: 21-T076 Date: 11/23/2022 By: BTS FROELICH ENGINEERS; Dead Load Calculations Floor Dead Load Component Weights 'Actual(psf)I Comments Framing 3 Joist Framing Sheathing 2 5/8" shth Floor Covering 15.625 I-1/2" Floor Topping(Gyperete 125 lbs/ft3) Mechanical 1 Ceiling 2.8 (1) 5/8" gyp Flooring 1 Misc. 0.4 Total= 26.0 psi' ❑Portland (HQ) CLIENT: r "1nctc(c- ttr i r c -w 503 624 7005 I w `µ ❑ Ube Bend PROJECT:Tile I Ai A Page 3 of 14 541-383-1828 ❑D(m m NUMBER:0 I-TO 76 720-799-1001 FROELICH DATE: Z/ ( z,3 ENGINEERS A www.troelich-engineers.com BY: S T S • yifz g'-o" , -- e tito" • 2 c 1f Sf14otS • \1J = Z. sf • tI z 243 b tb` ) L= 40 ?s. " 1'1 ' L LtO i /5 �--,� V s '• I` *2 Ott I , ' oc- -70.0't,h l 2" Id h 1 D"D k C • W l(2) 44 Lf B41 is L.o n , #4 ZotrS INPISV74 -j4ec (e r : n &' G" /_L = • tt' = kW lb/4-6 .-= U Se 4 1(2 r #z. w/ (2) )(If Z -"r;►myf,er S- /s (1) 2 L4 K; 6-640( CE). ,j,;sts : • s G>1 L31--0" • (E) zklo b Z 16" 0C (p.) i o; s are kolecoosit 4lew `Y"o.`rtS s:m:(or s- m • Ada.bwe Page 4 0114 /` COMPANY PROJECT 111 1 WoodWorks® SOT f WARf FOR WOOD Of SIGN Feb. 6, 2023 15:17 Wall Studs Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial UDL (Ecc. = 0.00") 286 plf Load2 Live Axial UDL (Ecc. = 0.00") 440 plf Load3 Live Full Area 5.00 (16.0") psf Self-weight Dead Axial UDL 8 plf Reactions (Ibs): / 9' w cn v D o m 0' 9' Unfactored: Lateral: Dead Live 30 30 Axial: Dead 393 393 Live 587 587 Factored: L->R 30 30 Load comb #2 #2 Lumber Stud, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length =stud thickness; continuous lower support Spaced at 16.0" c/c; Total length: 9'; Volume = 0.3 cu.ft. Pinned base; Load face =width(b); Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 9 Fv' = 180 psi fv/Fv' = 0.05 Bending(+) fb = 264 Fb' = 1552 psi fb/Fb' = 0.17 Axial fc = 187 Fc' = 462 psi fc/Fc' = 0.40 Axial Bearing fc = 187 Fc* = 1552 psi fc/Fc* = 0.12 Support Bearin fcp = 187 Fcp = 781 psi fcp/Fcp = 0.24 Combined (axial compression + side load bending) Eq.3. 9-3 = 0.43 Dead Defl'n negligible Live Defl'n 0.11 = L/941 0. 90 = L/120 in 0.13 Total Defl'n 0.11 = L/941 0. 90 = L/120 in 0.13 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Project Title: Engineer: Page 5 of 14 Project ID: Project Descr: Wall Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6 LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) Bearing Wall Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 1.0 ft Footing Thickness = 10.0 in Bars along X-X Axis Wall Thickness = 3.50 in Rebar Centerline to Edge of Concrete... #of Bars in 12"Width = 2 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in n — Z i 6 X _jg. i , to 4 L_E n X-X Section Looking to+Z Applied Loads D Lr L S W E H P:Column Load = 0.2860 0.440 k OB: Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Project Title: Engineer: Page 6 of 14 Project ID: Project Descr: Wall Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6 LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) Bearing Wall Footing DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5646 Soil Bearing 0.8468 ksf 1.50 ksf +D+L PASS 0.006285 Z Flexure(+X) 0.07475 k-ft 11.894 k-ft +1.20D+1.60L PASS 0.001930 Z Flexure(-X) 0.02296 k-ft 11.894 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio Only 1.50 ksf 0.0 in 0.4068 ksf 0.4068 ksf 0.271 , +D+L 1.50 ksf 0.0 in 0.8468 ksf 0.8468 ksf 0.565 ,+D+0.750L 1.50 ksf 0.0 in 0.7368 ksf 0.7368 ksf 0.491 ,+0.60D 1.50 ksf 0.0 in 0.2441 ksf 0.2441 ksf 0.163 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 inA2 k-ft Status ,+1.40D 0.03571 -X Bottom 0.216 Min Temp% 0.4 11.894 OK , +1.40D 0.03571 +X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+1.20D+1.60L 0.07475 -X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+1.20D+1.60L 0.07475 +X Bottom 0.216 Min Temp% 0.4 11.894 OK , +1.20D+L 0.0582 -X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+1.20D+L 0.0582 +X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+1.20D 0.03061 -X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+1.20D 0.03061 +X Bottom 0.216 Min Temp% 0.4 11.894 OK , +0.90D 0.02296 -X Bottom 0.216 Min Temp% 0.4 11.894 OK ,+0.90D 0.02296 +X Bottom 0.216 Min Temp% 0.4 11.894 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+L 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D 0 psi 0 psi 0 psi 82.158 psi 0 OK Page (of 14 COMPANY PROJECT 41 WoodWorks® SOFIWARF FOR WOOD DESIGN Feb.6,2023 15:31 Header Design Check Calculation Sheet WoodWorks Sizer 2019(Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 286.0 plf Load2 Live Full UDL 440.0 plf Self-weight Dead Full UDL 7.7 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs)and Bearing Lengths (in) : 3'-9" 0 3'-6.63" Unfactored: Dead 550 550 Live 825 825 Factored: Total 1375 1375 Bearing: Capacity Beam 3281 3281 Support 3633 3633 Des ratio Beam 0.42 0.42 Support 0.38 0.38 Load comb #2 #2 Length 1.50* 1.50* Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1-1/2"for end supports Lumber-soft, D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length:3'-9.0";Clear span:3'-6.0";Volume=0.8 cu.ft. Lateral support:top=at supports,bottom=at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fir = 33 Fv' = 180 psi fv/Fv' = 0.18 Bending(+) fb = 278 Fb' = 1074 psi fb/Fb' = 0.26 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.00 = < L/999 0.09 = L/480 in 0.05 Total Defl'n 0.01 = < L/999 0.18 = L/240 in 0.05 Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018), using Allowable Stress Design(ASD).Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • F'ageSot14 COMPANY PROJECT 1 WoodWorks® olf144Rf FOR WOCM D U,A' Feb. 7,2023 09:52 Existing Joists Design Check Calculation Sheet WoodWorks Sizer 2019(Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 26.00 (16.0") psf Load2 Live Full Area 40.00 (16.0") psf Self-weight Dead Full UDL 3.3 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 13' 0' 12'-9.63" Unfactored: Dead 246 246 Live 347 347 Factored: Total 593 593 Bearing: Capacity Joist 1406 1406 Support 1758 1758 Des ratio Joist 0.42 0.42 Support 0.34 0.34 Load comb #2 #2 Length 1.50* 1.50* Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1-1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c;Total length: 13'; Clear span: 12'-9.0";Volume= 1.3 cu.ft. Lateral support: top =continuous, bottom =at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 55 Fv' = 180 psi fv/Fv' = 0.31 Bending(+) fb = 1049 Fb' = 1138 psi fb/Fb' = 0.92 Dead Defl'n 0.14 = < L/999 Live Defl'n 0.20 = L/754 0.43 = L/360 in 0.48 Total Defl'n 0.42 = L/364 0.64 = L/240 in 0.66 Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I Portland (H0) (AIM I 1 flit oic le, fircpbte,L.T-g4i.v.. 503-624-7005 pp, the FA Bend PROJECT 1— e 7;c1pe. ADA Page 9 of 14 541-383-1828 I JI)or wr,r NUMBER:2, 1 0 76 720-799-1001 FROELICH DATE:00/0 6/Z.003 ENGINEERSA w ww.froelich-engineei&tom BY: sgT15 ge,C,IrOith A.DA- Urvt • Fle?or zil • -t--,e —0 " =-> ----- ps4 • 2.'2C, LL Li-0 s';. • it' 2-- tt if 0 pif (Xb') Lj0 1)F 42. Is Actexporfe. • Go1L4yni/1 ‘I(.. I " • )yt 611-0" • 7) 1- =-- 2, 1 (? G z 6 tt 4* 1 • t"--001-:v1p, Z1.4" k 24"k- 10" WI L ) *I &it-0". 130* Page 1u of 14 el COMPANY PROJECT l WoodWorks® SOf IWARF I OR WOOD DI I II, Feb. 20,2023 10:35 FB1 Design Check Calculation Sheet WoodWorks Sizer 2019(Update 4) Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 286.0 plf Load2 Live Full UDL No 440.0 plf Self-weight Dead Full UDL No 7.7 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-3.19" I o C' '-2" 11'-9" Unfactored: Dead 578 2182 838 Live 869 3269 1258 Factored: Total 1448 5452 2096 Bearing: Capacity Beam 7656 8476 7656 Support 9861 9861 9861 Des ratio Beam 0.19 0.64 0.27 Support 0.15 0.55 0.21 Load comb #2 #2 #2 Length 3.50 3.50 3.50 Min req'd 0.66 2.12 0.96 Cb 1.00 1.11 1.00 Cb min 1.00 1.18 1.00 Cb support - Fc sup 700 700 700 Lumber-soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports:All-Timber-soft Column, D.Fir-L No.2 Total length: 12'-3.19"; Clear span:4'-11.94", 6'-4.75"; Volume=2.8 cu.ft. Lateral support:top=continuous, bottom =at end supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 104 Fv' = 180 psi fv/Fv' = 0.58 Bending(+) fb = 600 Fb' = 1080 psi fb/Fb' = 0.56 Bending(-) fb = 794 Fb' = 1058 psi fb/Fb' = 0.75 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.03 = < L/999 0.16 = L/480 in 0.16 Total Defl'n 0.05 = < L/999 0.33 = L/240 in 0.16 Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 11 or 14 diCOMPANY PROJECT WoodWorks® COFI WARE HJR WOOD OESI(;N Feb. 20, 2023 10:36 C1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 2186 lbs Load2 Live Axial (Ecc. = 0.00") 3269 lbs Self-weight Dead Axial 41 lbs Reactions (lbs): f ' CO o 0' A 9' Unfactored: Lateral: Dead Live Axial: Dead 2227 2227 Live 3269 3269 Factored: L->R Load comb #1 #1 Lumber Post, D.Fir-L, No.1, 4x6 (3-112"x5-1/2") Support: Lumber-soft Sill plate, D.Fir-L No.3; Bearing length = column width (b); continuous lower support Total length: 9'; Volume = 1.2 cu.ft. Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 286 Fc' = 493 psi fc/Fc' = 0.58 Axial Bearing fc = 286 Fc* = 1650 psi fc/Fc* = 0.17 Support Bearin fcp = 286 Fcp = 692 psi fcp/Fcp = 0.41 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Project Title: Engineer: Page 12 of 14 Project ID: Project Descr: General Footing Project File: HAWC-Aloha,Bonita,Villager Calculations.ec6 LIC#:KW-06014743,Build:20.23.2.14 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: Cl Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness = 10.0 in • Pedestal dimensions... X X I px:parallel to X-X Axis = in Z9 ; pz:parallel to Z-Z Axis = in N Height - in Rebar Centerline to Edge of Concrete... ii at Bottom of footing = 3.0 in .: •tn - 0 L of Reinforcing 2.6" w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) in ��, Direction Requiring Closer Separation X-X Section Looking to +Z Z-Z Section Looking to +X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.20 3.30 k OB: Overburden = ksf M-xx M-zz = k-ft k-ft V-x = k V-z = k Project Title: Engineer: Page 13 of 14 Project ID: Project Descr: General Footing Project File: HAWC-Aloha,Bonita,Villager Calculations.ec6 LIC#:KW-06014743,Build:20.23.2.14 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: Cl Footing DESIGN SUMMARY _ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6673 Soil Bearing 1.001 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1365 Z Flexure(+X) 0.990 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L PASS 0.1365 Z Flexure(-X) 0.990 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L PASS 0.1365 X Flexure(+Z) 0.990 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L PASS 0.1365 X Flexure(-Z) 0.990 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L PASS 0.1358 1-way Shear(+X) 10.183 psi 75.0 psi +1.20D+1.60L PASS 0.1358 1-way Shear(-X) 10.183 psi 75.0 psi +1.20D+1.60L PASS 0.1358 1-way Shear(+Z) 10.183 psi 75.0 psi +1.20D+1.60L PASS 0.1358 1-way Shear(-Z) 10.183 psi 75.0 psi +1.20D+1.60L PASS 0.2539 2-way Punching 38.081 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left,-X Right,+X Ratio X-X, D Only 1.50 n/a 0.0 0.4728 0.4728 n/a n/a 0.315 X-X,+D+L 1.50 n/a 0.0 1.001 1.001 n/a n/a 0.667 X-X,+D+0.750L 1.50 n/a 0.0 0.8688 0.8688 n/a n/a 0.579 X-X,+0.60D 1.50 n/a 0.0 0.2837 0.2837 n/a n/a 0.189 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4728 0.4728 0.315 Z-Z,+D+L 1.50 0.0 n/a n/a n/a 1.001 1.001 0.667 Z-Z,+D+0.750L 1.50 0.0 n/a n/a n/a 0.8688 0.8688 0.579 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2837 0.2837 0.189 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 0.3850 +Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X, +1.40D 0.3850 -Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+1.20D+1.60L 0.990 +Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+1.20D+1.60L 0.990 -Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+1.20D+L 0.7425 +Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+1.20D+L 0.7425 -Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+1.20D 0.330 +Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X, +1.20D 0.330 -Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+0.90D 0.2475 +Z Bottom 0.2160 AsMin 0.240 7.255 OK X-X,+0.90D 0.2475 -Z Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z, +1.40D 0.3850 -X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.40D 0.3850 +X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.20D+1.60L 0.990 -X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.20D+1.60L 0.990 +X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.20D+L 0.7425 -X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.20D+L 0.7425 +X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+1.20D 0.330 -X Bottom 0.2160 AsMin 0.240 7.255 OK F Project Title: Engineer: Page 14 of 14 Project ID: Project Descr: General Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6 LIC#:KW-06014743,Build:20.23.2.14 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022 DESCRIPTION: Cl Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn status k-ft Surface in^2 in^2 in^2 k-ft Z-Z,+1.20D 0.330 +X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z, +0.90D 0.2475 -X Bottom 0.2160 AsMin 0.240 7.255 OK Z-Z,+0.90D 0.2475 +X Bottom 0.2160 AsMin 0.240 7.255 OK One Way Shear Load Combination... Vu©-X Vu g+X Vu @-Z Vu g+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 3.96 psi 3.96 psi 3.96 psi 3.96 psi 3.96 psi 75.00 psi 0.05 OK +1.20D+1.60L 10.18 psi 10.18 psi 10.18 psi 10.18 psi 10.18 psi 75.00 psi 0.14 OK +1.20D+L 7.64 psi 7.64 psi 7.64 psi 7.64 psi 7.64 psi 75.00 psi 0.10 OK +1.20D 3,39 psi 3.39 psi 3.39 psi 3.39 psi 3.39 psi 75.00 psi 0.05 OK +0.90D 2.55 psi 2.55 psi 2.55 psi 2.55 psi 2.55 psi 75.00 psi 0.03 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 14.81 psi 150.00psi 0.09873 OK +1.20D+1.60L 38.08 psi 150.00psi 0.2539 OK +1.20D+L 28.56 psi 150.00psi 0.1904 OK +1.20D 12.69 psi 150.00psi 0.08462 OK +0.90D 9.52 psi 150.00psi 0.06347 OK