Att 12-Dental Final Support Doc 4 of 8.pdf

Final CD Submittal, August 10, 2022 Relocate and Expand Dental Clinic

VA Medical Center – Fairfield, California

Final CD Submittal

Section 5:

Electrical Calculations

Section 6:

Mechanical Calculations

Air System Sizing Summary for Rooftop Pkg VAV 1- RTU-1 Project Name: VA Fairfield Dental Clinic 10/29/2021 Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 1 of 6

Air System Information Air System Name . Rooftop Pkg VAV 1- RTU-1 Equipment Class .................................. PKG ROOF Air System Type ............................................... VAV

Number of zones Floor Area ......................................................... 10175.0 ft² Location ......................................... Fairfield, California

Sizing Calculation Information

Calculation Months ................................ Jan to Dec Sizing Data ............................................ Calculated

Zone CFM Sizing ................... Peak zone sensible load Space CFM Sizing ........... Individual peak space loads

Central Cooling Coil Sizing Data

Total coil load ................................................... 25.3 Tons Total coil load ................................................. 303.8 MBH Sensible coil load ............................................ 270.0 MBH Coil CFM at Jun 1500 ...................................... 9183 CFM Max block CFM at Jun 1500 ............................ 9512 CFM Sum of peak zone CFM ................................... 9512 CFM Sensible heat ratio .......................................... 0.889 CFM/Ton ........................................................ 362.7 ft²/Ton ............................................................. 401.9 BTU/(hr·ft²) ....................................................... 29.9 Water flow @ 10.0 °F rise .................................. N/A

Load occurs at ................................................ Jun 1500

OA DB / WB .................................................. 99.0 / 72.0 °F

Entering DB / WB .......................................... 85.7 / 67.5 °F Leaving DB / WB ........................................... 58.4 / 56.8 °F Coil ADP ................................................................. 55.4 °F Bypass Factor ...................................................... 0.100 Resulting RH ............................................................. 50 % Design supply temp. ............................................... 61.0 °F Zone T-stat Check ................................................ 1 of 1 OK Max zone temperature deviation ............................... 0.0 °F

Central Heating Coil Sizing Data No central heating coil loads occurred during this calculation.

Preheat Coil Sizing Data

Max coil load ..................................................... 18.4 MBH Coil CFM at Des Htg ........................................ 4026 CFM Max coil CFM ................................................... 9512 CFM Water flow @ 20.0 °F drop ................................. N/A

Load occurs at .................................................. Des Htg Ent. DB / Lvg DB ........................................... 50.8 / 55.0 °F

Supply Fan Sizing Data

Actual max CFM at Jun 1500 ........................... 9512 CFM Standard CFM ................................................. 9504 CFM Actual max CFM/ft² ........................................... 0.93 CFM/ft²

Fan motor BHP ..................................................... 14.65 BHP Fan motor kW ....................................................... 11.62 kW Fan static ................................................................ 5.00 in wg

Outdoor Ventilation Air Data Design airflow CFM ......................................... 3906 CFM CFM/ft² ............................................................. 0.38 CFM/ft²

CFM/person ......................................................... 42.59 CFM/person

Zone Sizing Summary for Rooftop Pkg VAV 1- RTU-1

Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 2 of 6

Air System Information Air System Name . Rooftop Pkg VAV 1- RTU-1 Equipment Class .................................. PKG ROOF Air System Type ............................................... VAV

Number of zones Floor Area ......................................................... 10175.0 ft² Location ......................................... Fairfield, California

Sizing Calculation Information

Calculation Months ................................ Jan to Dec Sizing Data ............................................ Calculated

Zone CFM Sizing ................... Peak zone sensible load Space CFM Sizing ........... Individual peak space loads

Zone Terminal Sizing Data

Zone Name

Design Supply Airflow

(CFM)

Minimum Supply Airflow

(CFM)

Zone CFM/ft²

Reheat Coil Load

(MBH)

Reheat Coil

Water gpm

@ 20.0 °F

Zone Htg Unit

Coil Load

(MBH)

Zone Htg Unit Water gpm

@ 20.0 °F

Mixing Box Fan Airflow

(CFM)

Zone 1 9227 3906 0.91 143.3 - 0.0 - 0

Zone Peak Sensible Loads

Zone Zone Zone Cooling Time of Heating Floor Sensible Peak Sensible Load Area Zone Name (MBH) Cooling Load (MBH) (ft²) Zone 1 139.4 Jun 1500 36.4 10175.0

Space Loads and Airflows

Zone Name / Space Name Mult.

Cooling Sensible

(MBH)

Time of Peak

Sensible Load

Air Flow

(CFM)

Heating Load

(MBH)

Floor Area (ft²)

Space CFM/ft²

Zone 1 Corridor 1 1 3.8 Jun 1500 251 1.4 697.0 0.36 Corridor 2 1 2.8 Jun 1500 184 1.1 447.0 0.41 Corridor 3 1 3.7 Jun 1500 246 1.4 677.0 0.36 Corridor 4 1 2.1 Jun 1500 141 0.7 352.0 0.40 Corridor 5 1 1.3 Jun 1500 86 0.4 182.0 0.47 Corridor 6 1 1.1 Jun 1500 70 0.3 130.0 0.54 Corridor 7 1 1.4 Jun 1500 91 0.4 199.0 0.46 Corridor 8 1 2.0 Jun 1500 133 0.8 286.0 0.46 E&N Operatory 1 2.0 Jun 1500 133 0.3 132.0 1.01 E. Operatory 4 5.0 Jun 1500 329 1.9 128.0 2.57 Int. ADA Toilet 1 0.5 Jun 1500 96 0.1 67.0 1.43 Int. Bariatric 1 1.8 Jun 1500 121 0.3 165.0 0.73 Int. Comp. Rm 1 2.6 Oct 1400 173 1.0 106.0 1.63 Int. Cubical Resid. 1 5.5 Sep 1500 363 1.3 289.0 1.26 Int. Dent. Stor. 1 0.7 Jun 1500 45 0.2 91.0 0.50 Int. Dental Lab. 1 7.0 Jun 1500 464 0.8 377.0 1.23 Int. Elect. Closet 1 0.3 Jun 1500 22 0.0 20.0 1.08 Int. Elect. Rm 1 2.4 Aug 1500 157 0.7 118.0 1.33 Int. Fire Riser Rm 1 0.0 Jun 1500 3 0.0 10.0 0.30 Int. General Stor. 1 1.2 Jun 1500 80 0.4 190.0 0.42 Int. HAC 1 0.4 Jun 1500 25 0.1 52.0 0.49 Int. Linen SPD 1 0.5 Jun 1500 45 0.2 75.0 0.60 Int. Machine Shop 1 1.5 Jun 1500 101 0.3 127.0 0.80 Int. Oral Surgery 1 3.5 Jun 1500 234 0.4 190.0 1.23 Int. Panoramic X-Ray 1 1.8 Jun 1500 118 0.2 118.0 1.00 Int. Reception 1 4.0 Jun 1500 262 0.6 289.0 0.91 Int. Recovery 1 1.7 Jun 1500 115 0.3 127.0 0.90

Zone Sizing Summary for Rooftop Pkg VAV 1- RTU-1

Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 3 of 6

Zone Name / Space Name Mult.

Cooling Sensible

(MBH)

Time of Peak

Sensible Load

Air Flow

(CFM)

Heating Load

(MBH)

Floor Area (ft²)

Space CFM/ft²

Int. Stor. 1 0.5 Jun 1500 32 0.2 75.0 0.43 Int. Stor. A103 1 0.5 Jun 1500 35 0.2 83.0 0.42 N&E Operatory 1 2.4 Jul 1500 156 0.9 122.0 1.28 N. ADA Toilet 1 1.0 Aug 1500 96 0.8 64.0 1.50 N. Dental Treatment 1 2.2 Aug 1500 145 0.7 122.0 1.19 N. Waiting Rm 1 12.6 Aug 1500 836 3.7 650.0 1.29 S&E Operatory 1 1.9 Jun 1500 127 0.3 124.0 1.02 S. Admin. 1 1.6 Jun 1500 105 0.3 127.0 0.83 S. Lounge 1 3.1 Jun 1500 204 0.3 170.0 1.20 S. Operatory 5 2.0 Jun 1500 130 0.3 128.0 1.01 S. Resident. Director 1 1.5 Jun 1500 98 0.2 115.0 0.85 W. Conference Rm 1 8.2 Jun 1500 541 1.7 336.0 1.61 W. Mechine Shop 1 1.9 Jun 1500 126 0.2 76.0 1.66 W. Toilet Rm 2 1.2 Jul 1500 233 0.8 155.0 1.50 Int. Locker Rm 2 1.0 Jun 1500 133 0.2 74.0 1.80 Int. Staff 4 1.5 Jun 1500 101 0.3 120.0 0.84 Int. Patient Toilet 2 0.5 Jun 1500 107 0.2 71.0 1.50 N. Operatory 3 2.0 Jun 1500 133 0.5 122.0 1.09

Air System Design Load Summary for Rooftop Pkg VAV 1- RTU-1

Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 4 of 6

DESIGN COOLING DESIGN HEATING

COOLING DATA AT Jun 1500 HEATING DATA AT DES HTG

COOLING OA DB / WB 99.0 °F / 72.0 °F HEATING OA DB / WB 28.0 °F / 26.2 °F

Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window & Skylight Solar Loads 344 ft² 10560 - 344 ft² - - Wall Transmission 3301 ft² 5214 - 3301 ft² 6300 - Roof Transmission 9766 ft² 16101 - 9766 ft² 16594 - Window Transmission 344 ft² 2792 - 344 ft² 6192 - Skylight Transmission 0 ft² 0 - 0 ft² 0 - Door Loads 0 ft² 0 - 0 ft² 0 - Floor Transmission 9863 ft² 0 - 9863 ft² 0 - Partitions 0 ft² 0 - 0 ft² 0 - Ceiling 0 ft² 0 - 0 ft² 0 - Overhead Lighting 8517 W 23875 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 10508 W 32998 - 0 0 - People 92 17463 18799 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 10% / 10% 10900 1880 25% 7272 0 >> Total Zone Loads - 119903 20678 - 36358 0 Zone Conditioning - 138049 20678 - 34335 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 9183 CFM 0 - 4026 CFM 0 - Ventilation Load 3771 CFM 91874 13111 1653 CFM 68885 0 Supply Fan Load 9183 CFM 36510 - 4026 CFM -8091 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 3% 3597 - 3% 1091 - >> Total System Loads - 270030 33789 - 96220 0 Central Cooling Coil - 270030 33791 - 0 0 Central Heating Coil - 0 - - 0 - Preheat Coil - 0 - - 18429 - Terminal Reheat Coils - 0 - - 77791 - >> Total Conditioning - 270030 33791 - 96220 0 Key: Positive values are clg loads Positive values are htg loads Negative values are htg loads Negative values are clg loads

System Psychrometrics for Rooftop Pkg VAV 1- RTU-1

Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 5 of 6

1. Outdoor Air 2. Mixed Air 3. Central Cooling Coil Outlet 4. Supply Fan Outlet 5. Duct Heat 6. Room Air 7. Return Duct Outlet

3 45 6

0.000

0.002

0.004

0.006

0.008

0.010

0.012

0.014

0.016

0.018

0.020

30 40 50 60 70 80 90 100

Location: Fairfield, California Altitude: 23.0 ft.

Data for: June DESIGN COOLING DAY, 1500

Specific Hum idity ( lb/lb )

Temperature ( °F )

System Psychrometrics for Rooftop Pkg VAV 1- RTU-1

Prepared by: K.F. DAVIS ENGINEERING, INC. 10:07AM

Hourly Analysis Program 5.11 Page 6 of 6

1. Outdoor Air 2. Mixed Air 3. Preheat Coil Outlet 4. Supply Fan Outlet 5. Duct Heat 6. Duct Heat 7. Room Air 8. Return Duct Outlet

1 2 3 4

0.000

0.002

0.004

0.006

0.008

0.010

0.012

0.014

0.016

0.018

0.020

30 40 50 60 70 80 90

Location: Fairfield, California Altitude: 23.0 ft.

Data for: WINTER DESIGN HEATING

Specific Hum idity ( lb/lb )

Temperature ( °F )

Section 7:

Structural Calculations www.buehlerengineering.com

STRUCTURAL CALCULATIONS

FOR

VA FAIRFIELD DENTAL CLINIC

FAIRFIELD, CA

Construction Documents

Client: KF Davis Buehler SEOR: Soli Sorabji, SE

Buehler Project Engineer: Keslyn Huntington, PE Buehler Job No.: 2017-0483

100%

08/10/2022

08/08/2022

Buehler

PROJECT TITLE

TABLE OF CONTENTS

01-Project Description and Design Criteria ................................................................. 01.1

02-Design Loads ........................................................................................................ 02.1

03-Gravity Framing Design

Framing Design Narrative........................................................................................... 03.1

Roof Framing ............................................................................................................. 03.2

04-Gravity Column Design

Column Design Narrative ........................................................................................... 04.1

Columns ..................................................................................................................... 04.2

05-Lateral Design

Lateral Design Narrative ............................................................................................. 05.1

Seismic Base Shear and Force Distribution ............................................................... 05.2

Wind Base Shear and Force Distribution .................................................................... 05.3

Special Concentric Braces ......................................................................................... 05.4

Special Concentric Gusset Plate Connections............................................................ 05.5

Special Concentric Base Plate Connections ............................................................... 05.6

Special Moment Frame .............................................................................................. 05.7

Diaphragm and Collectors .......................................................................................... 05.8

Chords ....................................................................................................................... 05.9

Buehler

PROJECT TITLE

TABLE OF CONTENTS

06-Wall Design

Wall Design Narrative ................................................................................................. 06.1

Wall Out-of-Plane Design ........................................................................................... 06.2

07-Foundation Design

Foundation Design Narrative ...................................................................................... 07.1

Gravity Pad Footings .................................................................................................. 07.2

Lateral Foundations.................................................................................................... 07.3

08-Miscellaneous

Mechanical Screen ..................................................................................................... 08.1

09-Equipment Anchorage Design

Equipment Schedule .................................................................................................. 09.1

Mechanical Equipment ............................................................................................... 09.2

Electrical Equipment................................................................................................... 09.3

Medical Equipment ..................................................................................................... 09.4

PROJECT VA NCHCS

JOB NO. 2017-0483 DATE 4/22/19

CLIENT KFD BY KRH PAGE NO. 1

Project Description:

This project is a one-story dental clinic about 15,000SF in size. The roof framing will consist of wide flange beams and bare metal deck. There is an architectural pop up in the main entrance that will have high roof framing. The lateral system will be special concentric braced frames and a flexible diaphragm analysis will be used.

Project Location: 103 Bodin Cir, Travis AFB, Fairfield, CA 94535

Design Criteria:

Building Type: Risk Category: II

Design Codes:

ASCE 7-10: Minimum Design Loads for Buildings and Other Structures, including Supplements 1 and 2

AISC 360-10: Specification for Structural Steel Buildings (14th Edition AISC) AISC 341-10: Seismic Provisions for Structural Steel Buildings ACI 318-14: Building Code Requirements for Structural Concrete

Wind Criteria: 110 mph, Exposure C GCpi = ±0.18 (Enclosed Structure)

Seismic Criteria: Site Class: D SS = 1.83 S1 = 0.62 SDS = 1.22 SD1 = 0.62

Seismic Design Category: D I = 1.00 Ip = 1.00

Lateral Force-Resisting System: Steel Special Concentrically Braced Frames

R = 6.0 Ωo = 2.0 Cd = 5.0 Steel Special Moment Frame

R = 8.0 Ωo = 3.0 Cd = 5.5

Foundation Criteria:

Soils Report #73202.002 by PBS, dated 11/05/2018

Allowable Bearing Pressures: D 2500 psf D + L 2500 psf

D + L + 0.7E 3333 psf

Seismic Earth Pressure (walls >6ft) 10 pcf added to active pressure Coefficient of Friction 0.35 Passive Pressure (upper 12” not considered) 250 pcf Reduce friction 50% when used in combination with passive pressure

2015 INTERNATIONAL BUILDING CODE (IBC)

CLIENT KFD BY KRH PAGE NO. 2

Material Specifications:

Concrete: (Cement ASTM C-150) W/C Ratio Footings: f’c = 3000 psi 0.58 Slab-on-grade: f’c = 3500 psi 0.45

Structural Steel:

WF shapes: ASTM A992 (50 ksi) HSS (rectangular): ASTM A500-B (46 ksi) Pipe: ASTM A53 (35 ksi) Channel & Angle: ASTM A36 (36 ksi) Plate: ASTM A36 (36 ksi) Anchor Rods (frames): ASTM F1554 (gr. 36)

CLIENT KFD BY KRH PAGE NO. 3

A: Low and High Roof Loads – Steel Non-Composite Wide Flange deck beams girders columns seismic single ply w/o ballast roofing 1.0 1.0 1.0 1.0 1.0

1/2" DensDeck 2.0 2.0 2.0 2.0 2.0

6" max rigid insulation 1.5 1.5 1.5 1.5 1.5

1 1/2"x18ga galv 'B' deck 2.9 2.9 2.9 2.9 2.9

W14 beams @ 6'-6"cc 4.0 4.0 4.0 4.0

W16 girders @ 30'-0"cc 1.5 1.5 1.5

HSS columns 0.5 0.5 perimeter eyebrow 0.5 sprinklers 1.5 1.5 1.5 1.5 1.5

MEP 3.0 3.0 3.0 3.0 3.0

fireproofing 1.0 1.0 1.0 1.0 1.0 susp gyp ceilings 3.8 3.8 3.8 3.8 3.8 partitions 0.0 0.0 0.0 0.0 5.0 misc 1.3 1.3 1.8 1.3 1.8

DPR - non-composite DL 18.0 psf 22.0 psf 24.0 psf 24.0 psf 30.0 psf

LLR - reducible roof LL 20.0 psf 20.0 psf 20.0 psf 20.0 psf 0.0 psf

TL 38.0 psf 42.0 psf 44.0 psf 44.0 psf 30.0 psf

B: Wall Loads –Stud

Wall Finish: 10" Stud

10" metal stud 1.5

5/8" gyp board 2.8 plaster 8.0

1/2" shtg 1.7 insulation 1.0

MEP 0.5

misc 1.5

DPO - non-composite DL 17.0 psf

*Seismic weight and wall weight are the same for these walls.

02.1.1

PROJECT

PROJECT NO. DATE

CLIENT BY SHEET NO.

03 – Gravity Framing Design

This section covers the deck and steel design of the roof. These areas are bare metal deck with non-composite beam action. RAM was used for the design of the steel beams. The deck is designed for self-weight, superimposed dead load and live load.

03.1.1

Floor Map

RAM Steel 17.02.01.23

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof

A

A

B

B

C

C

D

D

E

E

F

F

F.6

F.6

G

G

H

H

J

J

J.6

J.6

K

K

L

L

M

M

9 9

8 8

7.7 7.7

7 7

6.8 6.8

6 6

5 5

4 4

3.3 3.3

3 3

2 2

1 1

03.2.1

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Surface Loads

Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf

Roof 18.0 0.0 20.0 Reducible 0.0 20.0 0.0

Mech Live 18.0 0.0 50.0 Reducible 0.0 20.0 0.0

Page 2/2

03.2.2

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof

A

A

B

B

C

C

D

D

E

E

F

F

F.6

F.6

G

G

H

H

J

J

J.6

J.6

K

K

L

L

M

M

9 9

8 8

7.7 7.7

7 7

6.8 6.8

6 6

5 5

4 4

3.3 3.3

3 3

2 2

1 1

03.2.3

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Decks: Deck Label Deck Type Slab Action Orientation

1 1/2" x 18ga Noncomposite One-Way 90.00 degrees

03.2.4

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Designs

A

A

B

B

C

C

D

D

E

E

F

F

F.6

F.6

G

G

H

H

J

J

J.6

J.6

K

K

L

L

M

M

9 9

8 8

7.7 7.7

7 7

6.8 6.8

6 6

5 5

4 4

3.3 3.3

3 3

2 2

1 1

W x

W14x22

W14x22

W14x22

W x

W14x22

W14x22

W14x22

W14x22

W x

W14x22

W14x22

W16x26 W x

W16x26

W14x22

W14x22

W x

W16x26

W12x16

W12x16

W x

W18x35

W14x22

W14x22

W14x22

W x

W14x22

W14x22

W14x22

W14x22

W x

W14x22

W14x22

W14x22

W16x26

W x

W14x22

W12x16

W12x16

W x

W12x16

W12x16

W x

W16x26

W16x26

W16x26

W16x26 W x

W16x26

W16x26

W16x26

W16x26

W x

W18x50

W14x22

W14x22

W16x26

W12x16

W x

W x

W12x16

W x

W12x16

W16x26

W16x26

W16x26

W16x26

W x

W16x26

W16x26

W16x26

W16x26

W x

W16x26

W14x22

W14x22

W16x26

W x 6W x

W x

W12x16

W12x16

W12x16

W12x16

W12x16 W18x50

W x

W x

W12x16

W12x16

W12x16

W x

W12x16

W12x16

W12x16

W x

W12x16

W12x16

W16x26

W x

W x

W x

W x

03.2.5

Beam Summary

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

STEEL BEAM DESIGN SUMMARY:

Demand/Capacity Limits for: Strength: 1.000 Deflection: 1.000

Floor Type: High Roof

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

1 16.58 35.6 0.0 75.4 50.0 W12X16 u

2 20.83 48.5 0.0 75.4 50.0 W12X16 u

3 31.33 30.2 -10.8 20.5 50.0 W14X22 u

4.75 0.0 -10.8

4 31.33 35.1 -8.8 18.7 50.0 W14X22 u

4.75 0.0 -8.8

5 37.41 181.7 0.0 663.8 50.0 W24X68 u

6 11.25 5.3 0.0 75.4 50.0 W12X16 u

7 37.41 85.0 0.0 213.2 50.0 W18X35 u

8 11.25 5.3 0.0 75.4 50.0 W12X16 u

9 31.33 47.9 -18.2 30.1 50.0 W16X26 u

4.75 0.0 -18.2

10 31.33 54.8 0.0 124.5 50.0 W14X22 u

11 31.33 48.1 0.0 124.5 50.0 W14X22 u

12 31.33 48.1 0.0 124.5 50.0 W14X22 u

13 11.25 8.2 0.0 75.4 50.0 W12X16 u

14 11.25 8.2 0.0 75.4 50.0 W12X16 u

15 11.25 7.9 0.0 75.4 50.0 W12X16 u

16 2.67 0.0 -3.0 75.4 50.0 W12X16 u

17 9.38 1.2 0.0 75.4 50.0 W12X16 u

18 9.39 1.2 0.0 75.4 50.0 W12X16 u

19 16.58 6.9 0.0 75.4 50.0 W12X16 u

20 20.83 10.9 0.0 75.4 50.0 W12X16 u

Floor Type: Roof

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

1 23.33 18.0 0.0 165.8 50.0 W16X26 u

2 27.42 45.5 0.0 124.5 50.0 W14X22 u

3 20.00 34.1 0.0 141.7 50.0 W16X26 u

4 20.00 61.4 0.0 68.5 50.0 W12X19 u

5 29.08 66.2 0.0 124.5 50.0 W14X22 u

6 20.00 70.7 0.0 103.1 50.0 W14X22 u

7 29.08 27.9 0.0 165.8 50.0 W16X26 u

8 33.00 35.9 0.0 165.8 50.0 W16X26 u

9 20.00 74.5 0.0 103.1 50.0 W14X22 u

10 33.00 103.6 0.0 378.8 50.0 W18X50 u

11 33.17 36.3 0.0 165.8 50.0 W16X26 u

12 20.00 58.6 0.0 117.4 50.0 W14X22 u

03.2.6

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs

13 33.17 85.8 0.0 165.8 50.0 W16X26 u

14 19.93 11.8 0.0 165.8 50.0 W16X26 u

15 20.08 36.5 0.0 63.4 50.0 W12X16 u

16 21.34 116.3 0.0 165.8 50.0 W16X26 u

17 19.93 19.1 0.0 75.4 50.0 W12X16 u

18 12.67 16.2 0.0 124.5 50.0 W14X22 u

19 19.93 20.9 0.0 75.4 50.0 W12X16 u

20 26.75 61.6 0.0 144.1 50.0 W16X26 u

21 26.60 150.8 0.0 378.8 50.0 W18X50 u

22 26.75 177.6 0.0 378.8 50.0 W18X50 u

23 33.17 80.0 0.0 165.8 50.0 W16X26 u

24 5.67 1.2 0.0 75.4 50.0 W12X16 u

25 20.83 10.9 0.0 75.4 50.0 W12X16 u

26 16.58 6.9 0.0 75.4 50.0 W12X16 u

27 26.75 231.0 0.0 378.8 50.0 W18X50 u

28 31.33 33.0 0.0 106.2 50.0 W14X22 u

29 6.33 0.1 0.0 62.2 50.0 W12X16 u

30 25.00 50.8 0.0 117.9 50.0 W14X22 u

31 11.25 0.4 0.0 29.3 50.0 W12X16 u

32 11.25 0.4 0.0 29.3 50.0 W12X16 u

33 7.75 1.9 0.0 75.4 50.0 W12X16 u

34 33.00 81.8 0.0 165.8 50.0 W16X26 u

37 17.42 31.3 0.0 124.5 50.0 W14X22 u

38 19.75 32.1 0.0 103.7 50.0 W14X22 u

39 29.08 90.6 0.0 249.4 50.0 W18X35 u

40 19.75 48.2 0.0 103.7 50.0 W14X22 u

41 20.33 13.5 0.0 165.8 50.0 W16X26 u

42 19.75 36.9 0.0 103.7 50.0 W14X22 u

43 19.83 12.9 0.0 165.8 50.0 W16X26 u

44 27.42 52.4 0.0 124.5 50.0 W14X22 u

45 19.75 28.9 0.0 142.4 50.0 W16X26 u

46 22.00 127.2 0.0 165.8 50.0 W16X26 u

47 27.42 38.9 0.0 124.5 50.0 W14X22 u

48 22.00 46.3 0.0 135.7 50.0 W16X26 u

49 21.34 43.9 0.0 137.6 50.0 W16X26 u

50 21.34 114.8 0.0 165.8 50.0 W16X26 u

51 29.08 61.0 0.0 124.5 50.0 W14X22 u

52 22.00 162.1 0.0 378.8 50.0 W18X50 u

53 21.34 153.8 0.0 378.8 50.0 W18X50 u

54 33.00 79.2 0.0 165.8 50.0 W16X26 u

55 21.34 162.2 0.0 378.8 50.0 W18X50 u

56 11.83 12.0 0.0 124.5 50.0 W14X22 u

57 21.25 25.1 0.0 75.4 50.0 W12X16 u

58 13.17 9.3 0.0 124.5 50.0 W14X22 u

59 12.34 4.8 0.0 75.4 50.0 W12X16 u

Page 2/4

03.2.7

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs

60 23.33 26.1 0.0 124.5 50.0 W14X22 u

61 23.33 26.1 0.0 124.5 50.0 W14X22 u

62 29.08 40.6 0.0 124.5 50.0 W14X22 u

63 29.08 40.6 0.0 124.5 50.0 W14X22 u

64 33.00 51.2 0.0 124.5 50.0 W14X22 u

65 33.00 51.2 0.0 124.5 50.0 W14X22 u

66 33.17 51.7 0.0 124.5 50.0 W14X22 u

67 33.17 51.7 0.0 124.5 50.0 W14X22 u

68 27.42 38.3 0.0 124.5 50.0 W14X22 u

69 27.42 38.3 0.0 124.5 50.0 W14X22 u

82 19.83 18.7 0.0 124.5 50.0 W14X22 u

83 19.83 18.7 0.0 124.5 50.0 W14X22 u

84 20.33 19.2 0.0 75.4 50.0 W12X16 u

85 20.33 19.2 0.0 75.4 50.0 W12X16 u

86 8.75 3.6 0.0 75.4 50.0 W12X16 u

87 8.75 3.6 0.0 75.4 50.0 W12X16 u

88 16.42 12.5 0.0 75.4 50.0 W12X16 u

89 16.42 12.5 0.0 75.4 50.0 W12X16 u

90 12.34 7.1 0.0 75.4 50.0 W12X16 u

91 21.25 19.0 0.0 75.4 50.0 W12X16 u

92 19.93 31.1 0.0 75.4 50.0 W12X16 u

93 33.17 75.1 0.0 165.8 50.0 W16X26 u

94 19.93 28.1 0.0 75.4 50.0 W12X16 u

96 19.93 31.5 0.0 75.4 50.0 W12X16 u

97 19.93 20.5 0.0 75.4 50.0 W12X16 u

99 19.93 28.9 0.0 75.4 50.0 W12X16 u

100 19.93 16.2 0.0 75.4 50.0 W12X16 u

101 29.08 60.1 0.0 124.5 50.0 W14X22 u

102 29.08 60.1 0.0 124.5 50.0 W14X22 u

103 29.08 60.1 0.0 124.5 50.0 W14X22 u

104 29.08 61.9 0.0 124.5 50.0 W14X22 u

105 29.08 61.9 0.0 124.5 50.0 W14X22 u

106 29.08 61.9 0.0 124.5 50.0 W14X22 u

107 33.00 80.3 0.0 165.8 50.0 W16X26 u

108 33.00 80.3 0.0 165.8 50.0 W16X26 u

109 33.00 80.3 0.0 165.8 50.0 W16X26 u

110 33.00 78.0 0.0 165.8 50.0 W16X26 u

111 33.00 78.0 0.0 165.8 50.0 W16X26 u

112 33.00 78.0 0.0 165.8 50.0 W16X26 u

113 33.17 78.8 0.0 165.8 50.0 W16X26 u

114 33.17 78.8 0.0 165.8 50.0 W16X26 u

115 33.17 78.8 0.0 165.8 50.0 W16X26 u

116 33.17 81.2 0.0 165.8 50.0 W16X26 u

117 33.17 81.2 0.0 165.8 50.0 W16X26 u

118 33.17 81.2 0.0 165.8 50.0 W16X26 u

Page 3/4

03.2.8

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 16:03:36

Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs

119 27.42 39.4 0.0 124.5 50.0 W14X22 u

120 27.42 39.4 0.0 124.5 50.0 W14X22 u

* after Size denotes beam failed stress/capacity criteria.

# after Size denotes beam failed deflection criteria.

u after Size denotes this size has been assigned by the User.

Page 4/4

03.2.9

04 – Gravity Column Design

Column Load Summary

RAM Steel 16.01.00.20

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 14:40:34

Building Code: IBC Steel Code: AISC360-16 LRFD

UNFACTORED COLUMN LOADS:

Units: kips

Column Line A-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 21 16.00 5.7 0.2 3.9 0.0 5.9 9.8

Column Line A-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 20 16.00 7.2 0.2 4.7 0.0 7.4 12.1

Column Line A-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 19 16.00 6.1 0.2 4.2 0.0 6.4 10.6

Column Line B-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 1 16.00 3.3 0.5 2.7 0.0 3.8 6.6

Column Line C-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 22 16.00 2.9 0.2 2.4 0.0 3.1 5.4

Column Line D-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 23 16.00 5.1 0.2 3.7 0.0 5.3 8.9

Column Line D-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 24 16.00 16.9 0.2 9.2 0.0 17.2 26.4

Column Line D-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 12 16.00 16.2 0.5 12.0 0.0 16.7 28.7

04.2.1

= brace frame column, demands used in BF design

BF1

BF3

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 14:40:34

Building Code: IBC Steel Code: AISC360-16 LRFD

Column Line D-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 11 16.00 16.2 0.5 9.1 0.0 16.8 25.9

Column Line D-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 2 16.00 6.6 0.5 4.4 0.0 7.2 11.6

Column Line E-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 9 16.00 5.0 0.5 3.6 0.0 5.6 9.2

Column Line F-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 14 16.00 16.0 0.5 12.3 0.0 16.5 28.8

Column Line F-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 13 16.00 16.2 0.5 18.1 0.0 16.7 34.9

Column Line F-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 26 16.00 19.9 0.2 12.4 0.0 20.1 32.6

Column Line F-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 25 16.00 7.9 0.2 4.9 0.0 8.1 13.0

Column Line F.6-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 10 16.00 2.2 0.5 1.9 0.0 2.7 4.6

Column Line G-9

Page 2/5

04.2.2

BF1

BF3

BF4

BF4

BF7

BF7

BF11

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 14:40:34

Building Code: IBC Steel Code: AISC360-16 LRFD

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 5 19.00 3.6 0.6 2.8 0.0 4.2 7.0

Roof 39 16.00 3.7 1.2 2.8 0.0 4.9 7.6

See Column Loads Report for applied moments.

Column Line G-8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 2 19.00 9.9 0.6 5.6 -0.1 10.4 16.1

Roof 38 16.00 10.9 1.2 5.9 -0.1 11.9 18.0

Column Line G-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 6 19.00 4.6 0.3 3.5 0.0 4.8 8.4

Roof 36 16.00 7.8 0.5 4.9 0.0 8.3 13.2

Column Line H-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 8 19.00 9.1 0.3 5.6 0.0 9.4 15.0

Roof 35 16.00 20.9 0.5 14.2 0.0 21.5 35.7

Column Line H-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 28 16.00 19.7 0.2 20.3 0.0 19.9 40.2

Column Line H-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 27 16.00 20.1 0.2 13.0 0.0 20.3 33.4

Column Line H-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 3 16.00 8.4 0.5 5.1 0.0 8.9 14.0

Column Line J-9

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 4 19.00 3.6 0.6 2.8 0.0 4.2 7.0

Roof 40 16.00 3.7 1.2 2.8 0.0 4.9 7.6

Page 3/5

04.2.3

BF2

BF9

BF10

BF11

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 14:40:34

Building Code: IBC Steel Code: AISC360-16 LRFD

See Column Loads Report for applied moments.

Column Line J-8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 3 19.00 9.9 0.6 5.6 -0.1 10.4 16.2

Roof 37 16.00 10.1 1.2 5.6 -0.1 11.1 16.9

Column Line J-7.7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 8 16.00 2.8 0.5 2.4 0.0 3.3 5.7

Column Line J-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 7 19.00 5.7 0.3 4.0 0.0 5.9 9.9

Roof 34 16.00 9.3 0.5 5.6 0.0 9.8 15.4

Column Line J.6-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 6 16.00 10.6 0.5 6.5 0.0 11.1 17.7

Column Line K-7.7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 7 16.00 1.3 0.5 1.1 0.0 1.8 2.9

Column Line K-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 30 16.00 17.2 0.2 13.4 0.0 17.4 30.8

Column Line K-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 29 16.00 15.6 0.2 9.2 0.0 15.9 25.1

Column Line K-1

Page 4/5

04.2.4

BF2

BF6

BF8

BF8

BF9

BF10

DataBase: VA Fairfield Dental 2019-7-24 KRH 07/24/19 14:40:34

Building Code: IBC Steel Code: AISC360-16 LRFD

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 4 16.00 5.3 0.5 3.7 0.0 5.8 9.6

Column Line L-6.8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 33 16.00 2.3 0.2 2.1 0.0 2.6 4.6

Column Line M-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 5 16.00 8.6 0.5 5.1 0.0 9.1 14.2

Column Line M-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 31 16.00 6.0 0.2 3.6 0.0 6.3 9.9

Column Line M-3.3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 32 16.00 4.8 0.5 3.2 0.0 5.3 8.6

Column Line M-2

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 15 16.00 3.1 0.5 2.4 0.0 3.7 6.1

Page 5/5

04.2.5

BF5

BF5

BF6

Gravity Column Design Summary

DataBase: VA Fairfield Dental 2019-7-24 KRH 10/25/21 16:59:17

Building Code: IBC Steel Code: AISC360-16 LRFD

DEMAND/CAPACITY LIMIT FOR STRENGTH : 1.000

Column Line A-5

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 13.4 2.5 3.0 1 0.26 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line A-4

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 13.9 -1.1 2.0 12 0.18 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line A-3

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 14.3 -2.4 3.5 1 0.28 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line C-7

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 7.5 1.9 1.1 1 0.15 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line D-7

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 11.1 3.0 0.5 6 0.18 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line D-5

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 31.0 4.5 1.9 14 0.53 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line F-3

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 37.9 -5.3 2.8 15 0.66 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line F-1

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 16.1 -4.3 0.8 6 0.26 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line G-9

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

High Roof 9.5 0.0 0.0 1 0.15 Eq Axial 90.0 50 HSS6X6X1/2

Roof 10.3 0.0 0.0 1 0.17 Eq Axial 90.0 50 HSS6X6X1/2

Column Line G-6

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

High Roof 11.4 0.0 0.0 1 0.16 Eq Axial 90.0 50 HSS5X5X1/4

Roof 17.8 0.0 0.0 1 0.19 Eq Axial 90.0 50 HSS5X5X1/4

04.2.6

Gravity Column Design Summary

DataBase: VA Fairfield Dental 2019-7-24 KRH 10/25/21 16:59:17

Building Code: IBC Steel Code: AISC360-16 LRFD

Column Line H-6

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

High Roof 20.2 5.8 0.2 2 0.48 Eq H1-1a 90.0 50 HSS5X5X1/4

Roof 48.5 6.1 0.1 1 0.71 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line H-4

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 41.8 -7.1 1.5 15 0.71 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line H-3

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 38.6 -5.6 -1.6 16 0.64 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line J-9

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

High Roof 9.5 0.0 0.0 1 0.15 Eq Axial 90.0 50 HSS6X6X1/2

Roof 10.3 0.0 0.0 1 0.17 Eq Axial 90.0 50 HSS6X6X1/2

Column Line J-6

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

High Roof 13.5 0.0 0.0 1 0.19 Eq Axial 90.0 50 HSS5X5X1/4

Roof 20.7 -1.2 -0.2 1 0.27 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line K-4

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 34.0 -5.1 -2.0 16 0.58 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line K-3

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 29.3 -3.5 -2.2 16 0.49 Eq H1-1a 90.0 50 HSS5X5X1/4

Column Line L-6.8

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 6.4 0.9 -1.6 1 0.12 Eq H1-1b 90.0 50 HSS5X5X1/4

Column Line M-4

Level Pu Mux Muy LC Interaction Eq. Angle Fy Size

Roof 12.3 -2.2 -1.5 12 0.19 Eq H1-1b 90.0 50 HSS5X5X1/4

04.2.7

05 – Lateral Design

The lateral design was completed using the equivalent lateral force procedure per ASCE 7-16.

The high roof pop-up at the entry was analyzed as a penthouse with ASCE 7 chapter 13. The high roof was looked at as a rigid box which distributed load as a lumped mass into the roof diaphragm. The roof diaphragm was analyzed as a flexible diaphragm and the Special concentric braced frames were designed per ASCE 341. The special moment frame at the entry was designed for the demand from the high-roof pop-up seismic force. The collector and chord members are defined as wide flange beams with slip-critical bolted connections to transfer and resist axial load.

05.1.1

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05.2.2

05.2.3

ASCE 7-10 (3rd Printing) Seismic Base Shear Calculation

Location: Fairfield, CA Mapped MCER Spectral Accel. (from USGS program + site Lat/Long):

Height (hn): 20.0 ft Latitude = 38.2677 Longitude = -121.9604 Ss= 1.830g

Regularity: regular S1= 0.620g

Seismic Force-Resisting Sys. (Table 12.2-1): B. Building Frame - 2. SCBF R= 6

Period Coefficients: Ct= 0.020 x= 0.750

Building Period: per formula 12.8-7 Ta = Ct*hn^x= 0.19 sec by computer: (overrides above) Tcomp= 0.00 sec Cu= 1.4 see Table 12.8-1 for upper limit on calculated T: T <= Cu*Ta T= 0.19 sec

Risk Category (RC): Secs. 1.5&11.5 & Tables 1.5-1&1.5-2 RC= 2 Ie= 1.00

Site Class Section 20.3 Site Class D

Per sections 11.4.2 & 20.1, Site Class D may be used if soil properties are not known.

User Defined

Site coefficients Fa & Fv Sec. 11.4.3; Tables 11.4-1 & 11.4-2 Fa= 1.00 0.00

(straight line interpolation used) Fv= 1.50 0.00

Adjusted Maximum Spectral Response Parameters Section 11.4.3

Sms = Fa x Ss= Sms= 1.830g

Sm1 = Fv x S1= Sm1= 0.930g

Design Spectral Response Acceleration Parameters Section 11.4.4

11.4.5: Ts = Sd1 / Sds = 0.508 Sds = 2/3 x Sms= Sds= 1.220g

0.8*Ts = 0.407 Sd1 = 2/3 x Sm1= Sd1= 0.620g

Seismic Design Category Section 11.6 per Table 11.6-1, D per Table 11.6-2, D per section 11.6, is S1>=0.75? no, use more severe value from Tables 11.6-1 & 11.6-2, EXCEPT

SDC only per Table 11.6-1 is allowed if all 4 exceptions are met

Exc #1: In both orthogonal directions, is Ta < 0.8*Ts ? yes

Exc #2: In both orthogonal directions, is T used for drift < 1.0*Ts ? yes

Exc #3: Is formula 12.8-2 used to determine Cs ? yes

Exc #4: Are diaphragms rigid ? Or for flexible diaphragms, are the no vertical elements of LFRS spaced closer than 40 ft apart ?

Are all exceptions met ? NO use more severe value from Tables 11.6-1 & 11.6-2

Seismic Design Category SDC= D

Equivalent Lateral Force Procedure Section 12.8 For Force For Drift

See Table 12.6-1 for selection of analysis procedure Calculations Calculations* per formula 12.8-2 Cs= Sds / (R/Ie) 0.2033 0.2033 per formula 12.8-3 for T < TL Cs< Sd1 / (R/Ie) / T <0.5463 <0.5463 per formula 12.8-5 Cs> 0.044 Sds Ie > 0.01 >0.0537 NA per formula 12.8-6, if S1>=0.6g TRUE Cs> 0.5 S1 / (R/Ie) >0.0517 >0.0517

Cs= 0.2033 0.2033

Ultimate Strength Base Shear for FORCE Calculations: Vult= 0.2033 W

Ultimate Strength Base Shear for DRIFT Calculations*: Vult= 0.2033 W

(* For drift calculation, section 12.8.6.2 allows use of T without limit of T <= Cu*Ta) for other systems

F:\2017-048300\04-Calculations\05-Lateral\VA Dental Clinic Copy of 01-Seismic ASCE7-10 2015 IBC v01.xls - Main 6/12/2019 3:59 PM

05.2.4

Vertical Distribution of Seismic Forces (based on ASCE 7-10)

Seismic Coeff. (Frame)(1.0E) = 0.2033 W Base Shear (1.0E)= 122 kips

T= 0.19 sec k= 1.000

Sds= 1.220 Ie= 1.00 Fpxmin= 0.244 Fpxmax= 0.488

0.2(Sds)(Ie) 0.4(Sds)(Ie)

Note: All forces are at 1.0E level

Level Wx Hx WxHx k

Cvx Fx Fx/Wx ΣFpx/ΣWpx Governs Fpx roof 601 K 20.0 ft 12016 1.000 122.16 K 0.203 0.203 0.244 146.60 K sum 601 K 12016 K 1.000 122.16 k 146.60 K

Notes:

1. See ASCE 7-10 Section 12.8.3 for vertical distribution of frame forces

2. See ASCE 7-10 Section 12.10.1.1 for diaphragm force distribution

Frame Forces Diaphragm Forces

F:\2017-048300\04-Calculations\05-Lateral\VA Dental Clinic Copy of 01-Seismic ASCE7-10 2015 IBC v01.xls-Vert Distribution 6/12/20194:00 PM

05.2.5

05.2.6

05.2.7

DATE

PROJECT

PROJECT NO.

05.2.8VA Dental Clinic

2017-0483

KFD KRH

A

A

B

C

D

D E

F

G

H

J

K

K L

M

M

W x

W x

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

13'-2" TO

S

'-2

" T O S

13'-2" TO

S

'-2

" T O S

'-3

/2

" T O S

MTL DECK PER

ROOF FRAMING

PLAN NOTE #9

S L O

P E

S L O

P E

RIDGE

F.6 J.6

6.8

7.7

3.3

27' - 5" 29' - 1" 33' - 0" 33' - 2" 19' - 10"

142' - 6"

/2

/2

7' - 7" 19' - 10" 20' - 4 1/4" 17' - 5" 7' - 8 3/4" 37' - 5" 12' - 4" 8' - 11" 10' - 11"

6' - 8"

72' - 11" 37' - 5" 32' - 2"

W14x22 W16x26 W16x26 W12x14W14x22

W x

W14x22 W16x26 W18x35 W16x26 W12x14

W x

W x

W x

W x

W x

W14x22 W16x26 W18x40 W14x22

W x

W16x26 W24x68 W24x55

W x

W x

W14x22 W14x22 W14x22 W14x22

W x

W14x22 W14x22 W16x26 W16x26 W12x14

W14x22 W14x22 W16x26 W16x26 W12x14

W24x55 W16x31 W16x31 W24x55

W14x22 W14x22 W16x26 W16x26 W12x14

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W12x14

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W16x26 W16x26

W x

W14x22

W12x14

W x

W14x30

W12x14

W x

S4.1

S4.1

OPEN

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W14x22 W14x22

A

S3.1

B

S3.1

C

S3.1

D

S3.1

F

S3.1

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

1/8" = 1'-0"ROOF RAMING PLAN

27'-5" 29'-1" 86'-0"

'-1

'-3

'-0

BF1 BF2

BF3

BF4

BF5

BF6

BF7

BF8

Braced Frame Key Plan

DATE

PROJECT

PROJECT NO.

05.2.9

A

A

B

C

D

D E

F

G

H

J

K

K L

M

M

W14x22 W14x22

W x

W x

W x

W x

W x

W x

W27x84 C=3/4"

W x

W x

W x

W x

W x

W16x26 W12x14 W12x14

'-2

" T O S

'-2

" T O S

'-3

/2

" T O S

'-0

" T O

S 19'-0" TO

S

'-3

/2

" T O S

MTL DECK PER

ROOF FRAMING

PLAN NOTE #9

FOR FRAMING PLAN NOTES SEE S2.2

F.6 J.6

6.8

7.7

3.3

27' - 5" 29' - 1" 33' - 0" 33' - 2" 19' - 10"

142' - 6"

/2

/2

7' - 7" 19' - 10" 20' - 4 1/4" 17' - 5" 7' - 8 3/4" 37' - 5" 12' - 4" 8' - 11" 10' - 11"

6' - 8"

72' - 11" 37' - 5" 32' - 2"

S4.1

S4.1

S4.1

S4.1

9' - 8 1/2" 9' - 0" 9' - 0" 9' - 8 1/2"

S4.1

S4.1

A

S3.1

B

S3.1

C

S3.1

D

S3.1

F

S3.1

1/8" = 1'-0"HIGH ROOF FRAMING PLAN

VA Dental Clinic

2017-0483

KFD KRH

27'-5" 29'-1" 86'-0"

'-1

'-3

'-0

BF9

BF10BF11

Braced Frame Key Plan

05.2.10

BUEHLER & BUEHLER

STRUCTURAL ENGINEERS, INC.

JOB

JOB NO. DATE 7/12/2019

CLIENT BY KRH PAGE NO. 1

WIND LOADING

In accordance with ASCE7-10

Using the directional design method

Tedds calculation version 2.1.02

142.5 ft f t

Plan

84 ft

.5 f t

Elevation

Building data

Type of roof; Gable

Length of building; b = 142.50 ft

W idth of building; d = 84.00 ft

Height to eaves; H = 19.00 ft

Pitch of roof; α0 = 2.0 deg

Height of parapet; hp = 3.00 ft

Mean height; h = 19.00 ft

General wind load requirements

Basic wind speed; V = 110.0 mph

Risk category; II

Velocity pressure exponent coef (Table 26.6-1); Kd = 0.85

Exposure category (cl 26.7.3); C

Enclosure classification (cl.26.10); Enclosed buildings

Internal pressure coef +ve (Table 26.11-1); GCpi_p = 0.18

Internal pressure coef –ve (Table 26.11-1); GCpi_n = -0.18

Gust effect factor; G f = 0.85

Minimum roof design wind load (cl.27.4.7); pmin_r = 8 psf

Minimum wall design wind load (cl.27.4.7); pmin_w = 16 psf

Topography

Topography factor not significant; Kzt = 1.0

Velocity pressure equation; q = 0.00256 × Kz × Kzt × Kd × V2 × 1psf/mph2;

Velocity pressures table z (ft) Kz (Table 27.3-1) qz (psf)

15.00 0.85 22.38

15.00 0.85 22.38

19.00 0.89 23.43

20.47 0.90 23.80

22.00 0.92 24.12

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); q i = 23.43 psf

05.3.1

JOB

JOB NO. DATE 7/12/2019

CLIENT BY KRH PAGE NO. 2

Parapet pressures and forces

Velocity pressure at top of parapet; qp = 24.12 psf

Combined net pressure coefficient, leeward; GCpnl = -1.0

Combined net parapet pressure, leeward; ppl = qp × GCpnl = -24.12 psf

Combined net pressure coefficient, windward; GCpnw = 1.5

Combined net parapet pressure, windward; ppw = qp × GCpnw = 36.18 psf

W ind direction 0 deg:

Leeward parapet force; Fw,wpl_0 = ppl × hp × b = -10.3 kips

W indward parapet force; Fw,wpw_0 = ppw × hp × b = 15.5 kips

W ind direction 90 deg:

Leeward parapet force; Fw,wpl_90 = ppl × hp × d = -6.1 kips

W indward parapet force; Fw,wpw_90 = ppw × hp × d = 9.1 kips

Pressures and forces

Net pressure; p = q × G f × Cpe - q i × GCpi;

Net force; Fw = p × Aref;

Roof load case 1 - Wind 0, GCpi 0.18, -cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (-ve) 19.00 -0.90 23.43 -22.14 1354.58 -30.00

B (-ve) 19.00 -0.90 23.43 -22.14 1354.58 -30.00

C (-ve) 19.00 -0.50 23.43 -14.18 2709.15 -38.41

D (-ve) 19.00 -0.30 23.43 -10.19 570.35 -5.81

E (-ve) 19.00 -0.30 23.43 -10.19 5988.65 -61.05

Total vertical net force; Fw,v = -165.16 kips

Total horizontal net force; Fw,h = -1.51 kips

Walls load case 1 - Wind 0, GCpi 0.18, -cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 22.38 11.00 2137.50 23.51

A2 19.00 0.80 23.43 11.72 570.00 6.68

B 19.00 -0.50 23.43 -14.18 2707.50 -38.38

C 19.00 -0.70 23.43 -18.16 1657.60 -30.10

D 19.00 -0.70 23.43 -18.16 1657.60 -30.10

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × (H+ hp) = 3135.00 ft2

Projected vertical area of roof; Avert_r_0 = b × d/2 × tan(α0) = 209.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 51.83 kips

Leeward net force; F l = Fw,wB + Fw,wpl_0 = -48.7 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_0 = 45.7 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 92.8 kips

05.3.2 seismic base shear governs

JOB

JOB NO. DATE 7/12/2019

CLIENT BY KRH PAGE NO. 3

Roof load case 2 - Wind 0, GCpi -0.18, -0cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (+ve) 19.00 -0.18 23.43 0.63 1354.58 0.86

B (+ve) 19.00 -0.18 23.43 0.63 1354.58 0.86

C (+ve) 19.00 -0.18 23.43 0.63 2709.15 1.71

D (+ve) 19.00 -0.18 23.43 0.63 570.35 0.36

E (+ve) 19.00 -0.18 23.43 0.63 5988.65 3.79

Total vertical net force; Fw,v = 7.57 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 2 - Wind 0, GCpi -0.18, -0cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 22.38 19.44 2137.50 41.55

A2 19.00 0.80 23.43 20.15 570.00 11.49

B 19.00 -0.50 23.43 -5.74 2707.50 -15.54

C 19.00 -0.70 23.43 -9.72 1657.60 -16.12

D 19.00 -0.70 23.43 -9.72 1657.60 -16.12

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × (H+ hp) = 3135.00 ft2

Projected vertical area of roof; Avert_r_0 = b × d/2 × tan(α0) = 209.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 51.83 kips

Leeward net force; F l = Fw,wB + Fw,wpl_0 = -25.9 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_0 = 68.5 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 94.4 kips

Roof load case 3 - Wind 90, GCpi 0.18, -cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (-ve) 19.00 -0.90 23.43 -22.14 798.49 -17.68

B (-ve) 19.00 -0.90 23.43 -22.14 798.49 -17.68

C (-ve) 19.00 -0.50 23.43 -14.18 1596.97 -22.64

D (-ve) 19.00 -0.30 23.43 -10.19 8783.35 -89.53

Total vertical net force; Fw,v = -147.45 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 3 - Wind 90, GCpi 0.18, -cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 22.38 11.00 1260.00 13.86

A2 15.00 0.80 22.38 11.00 0.00 0.00

05.3.3

JOB

JOB NO. DATE 7/12/2019

CLIENT BY KRH PAGE NO. 4

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A3 20.47 0.80 23.80 11.96 397.74 4.76

B 19.00 -0.36 23.43 -11.40 1657.60 -18.90

C 19.00 -0.70 23.43 -18.16 2707.50 -49.17

D 19.00 -0.70 23.43 -18.16 2707.50 -49.17

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × (H + hp) = 1848.00 ft2

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 29.57 kips

Leeward net force; F l = Fw,wB + Fw,wpl_90 = -25.0 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wpw_90 = 27.7 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 52.7 kips

Roof load case 4 - Wind 90, GCpi -0.18, +cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (+ve) 19.00 -0.18 23.43 0.63 798.49 0.51

B (+ve) 19.00 -0.18 23.43 0.63 798.49 0.51

C (+ve) 19.00 -0.18 23.43 0.63 1596.97 1.01

D (+ve) 19.00 -0.18 23.43 0.63 8783.35 5.56

Total vertical net force; Fw,v = 7.57 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 4 - Wind 90, GCpi -0.18, +cpe

Zone

Ref.

height

(ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 22.38 19.44 1260.00 24.49

A2 15.00 0.80 22.38 19.44 0.00 0.00

A3 20.47 0.80 23.80 20.40 397.74 8.11

B 19.00 -0.36 23.43 -2.97 1657.60 -4.92

C 19.00 -0.70 23.43 -9.72 2707.50 -26.33

D 19.00 -0.70 23.43 -9.72 2707.50 -26.33

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × (H + hp) = 1848.00 ft2

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 29.57 kips

Leeward net force; F l = Fw,wB + Fw,wpl_90 = -11.0 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wpw_90 = 41.7 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 52.7 kips

05.3.4 seismic base shear governs