Specifications (13) OFFICE COPY BtaP 2-022--0n02:1 •
1t4300 SW I t 2'"a AVE
SupplementaryStructural Calculations
For
Housing Authority of Washington
County - The Ridge Remodel - RFI 69
Washington County, Or
Pinnacle Architecture
February 07, 2023
FE Job Number— 21-T076
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EXPIRES
These Calculations Are Void If Seal And Signature Are Not Original
FROELICH
ENGINEERS
" * * 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-engineers.com
PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001
CONCRETE TOPPING SLOPED LESS THAN VRF CEILING MOUNTED IN CLOSET,
5%AS REQUIRED TO RAMP TO NEW ADD ACCESS PANEL TO ALLOW FOR
LA
ND5 -0
G REMOVAL/REPLACEMENT OF UNIT -
NEW 2x10 DF#2
/ JOISTS AT 16"OC--N, 5 0
X
CLOSET Co
SPECIAL INSPECTIONS NOTE: V30 . — `) 07, REMOTE HOOD
,° _
\/ \/ _ f' NEW 4x10 DF#2 --N SWITCH
PERIODIC SPECIAL INSPECTIONS «4 HEADER W/(2)2x4 m
REQUIRED FOR EPDXY REBAR "' DF#2 TRIMMER I` NEW 12"Wx10"DxCONT
INSTALLATION. i` KITCHEN A3 STUDS&(1)2x4 DF F B4 11 82 FOOTING W/(2)#4
V16 #2 KING STUD Th,I ^BARS LONG BARS
SPECIAL INSPECTIONS NOT :« I DW r_
REQUIRED FOR CONCRETE PER le-m� A4 B3 TRANS AT 12"OC
al ��
OSSC 1705.3 5-2 ' I :1".'. — _
I e$1 ALIGN I --V32I-.-
WH iD b ,
NOTE:NEW FOOTINGS NEW 2x4 BEARING
CONCRETE TO BE 3,000 psi WALL-2x4 DF#2 \ 1 NEW 2x4
MINIMUM. AT SLAB POUR-BACK, - 27BEARING WALL-
STUDS AT 16"OC I
PROVIDE 4"CONC SLAB ON - wh�� 2x4 DF#2 STUDS
GRADE W/#3 BARS AT 18"OC EA L — — — ' I I I AT 16"OC A
WAY — — J
I re LIVING ROOM i Ial / 3 -6' ADD 2x FULL HEIGF
NOTE:EPDXY(N)FOOTINGS V30 BEDROOM /
AND SLAB POUR BACK AREA TO - BLOCKING
(E)CONC SLAB ON GRADE W/#3 0 \LBETWEEN JOISTS
CLOSET ALIGNED OVER(N)
BARS AT 18"OC(MIN(2)PER :,
FOOTING FACE)AT SLAB BEARING WALL
MID-DEPTH. EMBED 4"MIN INTO Q v30 BELOW W/0.148"x3TOE NAILS AT 8"O(
SLAB. USE SIMPSON SET-XP OR 3G EPDXY. s
5.eiq TO DBL TOP PL
r? v
. ae . :, i -- <tii,.a3;, _ A,
/2' 0"// 11'_0"
NEW CONCRETE LANDING AT
1/2"MAX BELOW FINISH FLOOR � " R EXISTING 2x10
AT ADA UNITS ONLY,SLOPE 2% DF#2 JOISTS AT
MAX AWAY FROM BUILDING °" 16"OC. VERIFY
IN FIELD. MAX
SPAN=13'-0°
(N)
ROI
AT.
2E1 BEDROOM ADA- FLOOR PLAN
1/4" = 11-0"
RES
RR-
FOR CALCULATION REFERENCE ONLY - NOT FOR
CONSTRUCTION - SEE RFI 69 RESPONSE FOR
CONSTRUCTION DRAWINGS
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 I Actual(psf)I Comments
Framing 3 Joist Framing
Sheathing 2 5/8" shth
Floor Covering 15.625 1-1/2" Floor Topping(Gyperete 125 lbs/ft3)
Mechanical 1
Ceiling 2.8 (1)5/8"gyp
Flooring 1
Misc. 0.4
Total= 26.0 psf
,porticind (HO)
503-624-7005 r rinctc-cc- rrc4 ftt-cTiAr - PAGE /
4iik Li Bend PROJECT TKe "ei 4..e. ADA
541-383-1828
' [ I Deny( NUMBER.0 I—70 76
720-799-1001
FROELICH DATE' 2./ t
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• Recider :
-san = CI'
1/4 D 2C II 2:6*C
40 . ft .
USf < #z ks) (2) 2x47)F-ii2 -7—i-1•Aimer
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COMPANY PROJECT
tit WoodWorks®
SOFTWARE FOR WOOD DESIGN.
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'co
v D
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:
Project ID:
Project Descr:
Wall Footing Project File:HAWC-Aloha, Bonita,Villager Calculations.ec6
LIC#:KW-06014743,Buitd: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 I
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
N 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 = loft 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
3-t 2'
Z1
F
iy
Jm
#4 Bars
—
1 f.
2 X X Section L ooking 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:
Project ID:
Project Descr:
Wall Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6 J
LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: r(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/Allowable
Load Combination... Gross Allowable Xecc -X +X Ratio
, D 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 inA2 in^2 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
• COMPANY PROJECT
1111
WoodWorks®
SOF!WARE FOR WOOD DESIGN
Feb.6,2023 15:31 Header
Design Check Calculation Sheet
Wood Works Sizer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl 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" — --
4 4
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 fv = 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.
COMPANY PROJECT
1 WoodWorks®
,( 755 ARE FOR L5'()OD Uf SIC:1
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 (Ibs), 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.