36C78618B0374-017.pdf

PROJECT CALCULATIONS:

CIVIL ENGINEERING, STRUCTURAL,

MECHANICAL, ELECTRICAL & IRRIGATION

STORMWATER CALCULATIONS

for

Louisiana National Cemetery

VA Project # 870-CM-3028

Zachary, Louisiana

AE COMM. # 14249

Dated: March 23, 2018

PREPARED BY: PREPARED FOR:

Anderson Engineering of Minnesota, LLC Louisiana National Cemetery 13605 1st Ave. North, Suite 100 VA#870-CM-3028 Plymouth, MN 55441 Zachary, Louisiana

(763) 412-4000 Gary Johnson, P.E.

Anderson Engineering of MN, LLC March 23, 2018

Storm Water Report – Louisiana National Cemetery (VA# 870-CM-3028) – 100% Submittal

Storm Sewer – Ten Year Design

Methodology

The new and a portion of the existing storm networks were analyzed for suitability to convey the runoff from the 10-year storm through the utilization of the rational method. The steel formula with zone one constraints was employed to determine the intensity for each inlet given the time of concentration.

Existing Conditions

The existing storm network was analyzed based on the as-built conditions reported during the survey performed by Anderson Engineering of MN, LLC in October of 2017. The analysis was limited to that portion of the network which would experience increased stormwater flows due to the construction of the present phase.

A cursory cross check of the existing pipe network, revealed that the network was likely designed for a 5-year event. there are a few areas that appear marginal where some overcapacity issues may occur in large storm events. A complete detailed analysis of the existing network is beyond the scope of this project. Due to the low capacity of the trunk sewer, the new stormwater network was rerouted to utilize the existing network only where no other route was feasible.

Proposed Conditions

The proposed stormwater network was designed to convey the 10-year storm event based on intensities as determined from the steel formula. The rational method was employed to determine the flowrate into the storm sewer; pipe diameters, inlet elevations, and slopes. Additionally, the storm network was designed in order to maintain an ultimate discharge below 5 fps from the outlet pipe into the existing pond and to maintain a minimum 2 fps, self-cleaning velocity where feasible. A tabulation of the stormwater calculations performed can be found attached.

Project: Louisiana National Cemetery Storm Sizing Work Sheet Ae Project # 14249 Date: 3/14/2018

Pipe Properties

Per. Area Imp. Area Total Area Area Time of

Conc (Tc) Intensity Q = cIA

Q cumm

Q10 Pipe size

Pipe

Material slope k Pipe Length of

Invert

Upstream

Invert

Downstream

Depth

Upstream

Depth

Downstream

Rim Rim (sf) (sf) (sf) (acres) (min.) I (in/24 hr) (cfs) (cfs) Pipe (in.) (material) Slope (%) Manning's Capacity (cfs) Pipe Run (ft) (ft) (ft) (ft) (ft)

CO 30 89.90 STMH 29 89.90 0 679 679 0.02 0.90 7.00 6.98 0.10 0.10 6 SDR26 0.58 5.61 0.43 86 86.80 86.30 3.10 3.60 22.88% GOOD 2.58 GOOD

STMH 29 89.90 STMH 24 90.00 0 897 897 0.02 0.90 7.00 6.98 0.13 0.23 8 SDR26 1.36 12.08 1.41 66 86.20 85.30 3.70 4.70 16.10% GOOD 3.01 GOOD

CO 31 90.20 STMH 24 90.00 0 679 679 0.02 0.90 7.00 6.98 0.10 0.10 6 SDR26 1.32 5.61 0.64 97 86.68 85.40 3.52 4.60 15.19% GOOD 3.00 GOOD

STMH 24 90.00 CBMH 23 88.15 0 897 897 0.02 0.90 7.00 6.98 0.13 0.45 12 HDPE 1.17 35.63 3.85 107 85.00 83.75 5.00 4.40 11.80% GOOD 3.30 GOOD

CBMH 23 87.36 CBMH 22 88.15 14813 13588 28401 0.65 0.59 7.00 6.98 2.67 3.12 12 HDPE 0.85 35.63 3.28 118 83.75 82.75 3.61 5.40 95.27% GOOD 2.51 GOOD

CBMH 22 88.15 EX E 88.65 81748 10307 92055 2.11 0.37 7.00 6.98 5.41 8.54 18 HDPE 0.86 105.04 9.76 66 82.75 82.18 5.40 6.47 87.47% GOOD 3.76 GOOD

EX E 88.65 N/A N/A N/A N/A N/A 7.00 6.98 0.00 8.54 12 HDPE N/A 35.63 N/A N/A 82.13 N/A 6.52 N/A 5.42 GOOD

CB 28 86.50 EX P 86.80 17964 2358 20322 0.47 0.37 7.00 6.98 1.20 1.20 12 HDPE 3.41 35.63 6.58 41 82.50 81.10 4.00 5.70 18.27% GOOD 2.90 GOOD

EX P 86.80 N/A N/A N/A N/A N/A 7.00 6.98 0.00 1.20 12 HDPE N/A 35.63 N/A N/A 81.10 N/A 5.70 N/A 4.60 GOOD

CB 27 88.50 CBMH 26 87.50 2318 276 2594 0.06 0.36 7.00 6.98 0.15 0.15 12 HDPE 1.52 35.63 4.39 79 84.10 82.90 4.40 4.60 3.44% GOOD 3.30 GOOD

CBMH 26 87.50 CBMH 25 86.40 6458 413 6871 0.16 0.34 7.00 6.98 0.37 0.52 12 HDPE 1.50 35.63 4.36 107 82.80 81.20 4.70 5.20 11.96% GOOD 3.60 GOOD

CBMH 25 86.40 EX J 86.80 14491 2012 16503 0.38 0.37 7.00 6.98 0.99 1.51 12 HDPE 1.62 35.63 4.53 68 81.10 80.00 5.30 6.80 33.26% GOOD 4.20 GOOD

EX J 86.80 N/A N/A N/A N/A N/A 7.00 6.98 0.00 1.51 12 HDPE N/A 35.63 N/A N/A 82.50 N/A 4.30 N/A 3.20 GOOD

CB 21 86.10 EX B 86.42 19524 1088 20612 0.47 0.33 7.00 6.98 1.09 1.09 12 HDPE 1.93 35.63 4.95 14 81.37 81.10 4.73 5.32 22.13% GOOD 3.63 GOOD

EX B 86.42 N/A N/A N/A N/A N/A 7.00 6.98 0.00 1.09 12 HDPE N/A 35.63 N/A N/A 81.10 N/A 5.32 N/A 4.22 GOOD

CB 14 85.30 STMH 8 88.65 39659 3863 43522 1.00 0.35 7.00 6.98 2.46 2.46 12 HDPE 0.51 35.63 2.55 137 82.80 82.10 2.50 6.55 96.68% GOOD 1.40 CAUTION

CB 9 85.30 STMH 8 88.65 32554 3891 36445 0.84 0.36 7.00 6.98 2.13 2.13 12 HDPE 0.97 35.63 3.51 62 82.70 82.10 2.60 6.55 60.63% GOOD 1.50 CAUTION

STMH 8 88.65 CBMH 6 85.22 0 N/A N/A N/A N/A 7.00 6.98 0.00 4.59 18 HDPE 0.57 105.04 7.91 229 81.80 80.50 6.85 4.72 57.97% GOOD 3.08 GOOD

CB 13 85.22 CBMH 6 85.22 16718 1553 18271 0.42 0.35 7.00 6.98 1.03 1.03 12 HDPE 1.02 35.63 3.60 49 81.50 81.00 3.72 4.22 28.54% GOOD 2.62 GOOD

CBMH 6 85.22 CBMH 11 89.43 17479 1553 19032 0.44 0.35 7.00 6.98 1.06 6.68 18 HDPE 0.56 105.04 7.83 90 80.60 80.10 4.62 9.33 85.30% GOOD 2.98 GOOD

CBMH 11 89.43 CBMH 5 85.15 6672 7969 14641 0.34 0.63 7.00 6.98 1.47 8.15 18 HDPE 0.95 105.04 10.22 37 80.00 79.65 9.43 5.50 79.75% GOOD 3.86 GOOD

STMH 12 85.78 CBMH 5 85.15 12073 7969 20042 0.46 0.54 7.00 6.98 1.73 1.73 12 HDPE 1.97 35.63 5.00 37 80.38 79.65 5.40 5.50 34.54% GOOD 4.30 GOOD

CBMH 5 85.15 STMH 4 85.87 3431 883 4314 0.10 0.42 7.00 6.98 0.29 10.17 24 HDPE 0.51 226.22 16.08 91 78.67 78.21 6.48 7.66 63.22% GOOD 4.30 GOOD

CB 20 86.09 STMH 18 86.75 5866 3310 9176 0.21 0.52 7.00 6.98 0.76 0.76 12 HDPE 1.04 35.63 3.64 47 82.49 82.00 3.60 4.75 20.86% GOOD 2.50 GOOD

CB 19 86.64 STMH 18 86.75 2717 5947 8664 0.20 0.71 7.00 6.98 0.99 0.99 12 HDPE 2.67 35.63 5.82 30 82.80 82.00 3.84 4.75 16.98% GOOD 2.74 GOOD

STMH 18 86.75 STMH 4 85.87 0 N/A N/A N/A N/A 7.00 6.98 0.00 1.75 18 HDPE 1.99 105.04 14.81 171 81.62 78.22 5.13 7.65 11.79% GOOD 3.49 GOOD

STMH 4 85.87 CBMH 3 84.72 0 N/A N/A N/A N/A 7.00 6.98 0.00 13.65 24 HDPE 1.10 226.22 23.74 79 78.21 77.34 7.66 7.38 57.52% GOOD 5.20 GOOD

CO 16 86.7 STMH 17 86.7 0 617 617 0.01 0.90 7.00 6.98 0.09 0.09 6 HDPE 2.05 5.61 0.80 58 83.19 82.00 3.51 4.70 11.07% GOOD 2.96 GOOD

STMH 17 86.7 CBMH 15 85.51 0 617 617 0.01 0.90 7.00 6.98 0.09 0.18 12 HDPE 2.02 35.63 5.06 61 82.00 80.77 4.70 4.74 3.52% GOOD 3.60 GOOD

CBMH 15 85.51 CBMH 4 84.72 5542 8986 14528 0.33 0.67 7.00 6.98 1.56 1.74 12 HDPE 1.15 35.63 3.82 119 80.37 79.00 5.14 5.72 45.50% GOOD 4.04 GOOD

CBMH 3 84.72 CBMH 2 83.96 6359 4106 10465 0.24 0.54 7.00 6.98 0.90 14.55 24 HDPE 0.87 226.22 21.06 60 76.94 76.42 7.78 7.54 69.10% GOOD 5.36 GOOD

CB 10 83.81 CBMH 2 83.96 29893 23859 53752 1.23 0.57 7.00 6.98 4.88 4.88 18 HDPE 2.00 105.04 14.85 37 77.56 76.82 6.25 7.14 32.82% GOOD 4.61 GOOD

CBMH 2 83.96 FES 1 75.25 8141 7844 15985 0.37 0.59 7.00 6.98 1.52 20.95 24 RCP 1.05 226.22 23.23 111 76.42 75.25 7.54 0.00 90.20% GOOD

Pipe Run

Struc. Struc.

CoverFlow Calculation Pipe Sizing

"C" Value

Design Checks Pipe Cover

Pipe Inc Flow as

Perc. Of

Capacity (%)

Flow Capacity

Condition Pipe Cover (ft) Cover Condition

Pipe Capacity

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A Service-Disabled Veteran-Owned Small Business

Civil Engineering • Architecture • Land Surveying • Environmental Services • Landscape Architecture

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Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Fi le

P at h

PHASE 1B EXPANSION

U.S. Department of Veterans Affairs

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD Project Management, Architecture, Landscape Architecture, Cemetery Planning, Civil Engineering, Land Survey:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10

LOUISIANA NATIONAL CEMETERY

AE DESIGN PROJECT

LOUISIANA NATIONAL CEMETERY

ZACHARY, LOUISIANA

870CM3028

Project Director

March 23, 2018 Revisions: Date:o n e e i g h t h i n c o e f o t o n e q u a r t e r i n o t t h r e e e i g h o t o n e h a l f i n o t t h r e e q u a r t e r s o t o n e i n o t o n e a d e h a l f i n o t t h r e e i n c h s o t

A

B

C

D

E

F

Anderson Engineering of MN, LLC 13605 1st Ave. N., Ste. 100 Plymouth, MN 55441 (763)-412-4000 Gary Johnson, Project Manager

Mechanical, Electrical, Structural Engineering:

IMEG Corp.

623 26th Ave.

Rock Island, IL 61201

(309) 793-3404

Irrigation:

Aqua Engineering, Inc.

375 Horsetooth Rd., Bldg. 2-202 Fort Collins, CO 80525

(970) 372-6104

Cost Estimating:

CPMI, Inc.

3265 Northwood Cir., Ste. 170 Eagan, MN 55121

(952) 854-3663

Geotechnical Engineering:

Terracon Consultants, Inc.

50 Goldenland Ct., Ste. 100 Sacramento, CA 95834

(916) 928-4690

Septic / Erosion Control:

Barrilleaux Inc.

42333 Deluxe Plaza, Suite 8 Hammond, LA 70403

(903) 545-2280

Commissioning:

National Facility Solutions, LLC 220 Ramsey Street Hastings, MN 55033

(651) 391-0170

03/23/2018

100% CD SUBMITTAL

42333 Deluxe Plaza Suite 8 Hammond, L A ph: (985)-542-0391 fax: (985)-542-6515

& Associates, Inc.

Barrilleaux

Engineers - Land Surveyors - Environmental Consultants

Robert DESIGN &

CONSTRUCTION

CO-30

DIRECT TO

EXISTING POND

CO-31

STMH-29

STMH-24

CBMH-23

CBMH-22

CB-28

CBMH-26

CBMH-25

CB-14

CB-21

CB-9

CBMH-6

CB-13

CBMH-12

CBMH-11

CB-10

CB-20

CBMH-15

STMH-17

CO-16

CBMH-3

CB-27

CBMH-5

CBMH-2

CB-19

Structural Calculations Louisiana National Cemetery

Client:

Anderson Engineering of MN 13605 1st Ave. N. Suite 100

Plymouth, MN 55441

Prepared by:

2882 106th Street Des Moines, Iowa 50322

Date: 3/22/2017

IMEG JOB NO. 17001048.03

Registered Design Professional: Daniel J. Huntington

Registration Number: PE.0035046

Table of Contents: Seal:

Design Criteria ....................................................... Pages 1 to 14 Admin Building Gravity Design ............................... Pages 15 to 24 Admin Building Lateral Design ............................... Pages 25 to 61 Committal Shelter ................................................... Pages 62 to 96 Site Structures ........................................................ Pages 97 to 101

Job: VA Louisiana National Cemetery By: Todd Barrett Job Number: 17001048.03

Subject: Design Criteria Checked By: Date: 3/7/2018

1. BUILDING CODE ......................................................................................... 2015 IBC

a. Risk Category (Table 1.5-1) ............................................................................ II

2. PROJECT DESCRIPTION

• The new building is a single-story administration building at the cemetery.

• Steel frame for Committal shelter

• Concrete walls for Columbaria and Memorial Wall

a. ADMIN FLOOR SYSTEM:

The floor construction is concrete slab on grade.

b. ADMIN ROOF SYSTEM:

The roof construction metal plate connected wood trusses.

c. ADMIN CLADDING SYSTEM:

The walls are CFSF with face brick.

d. ADMIN LATERAL SYSTEM:

The lateral system consists of plywood shear walls.

e. FUTURE EXPANSION:

None.

3. ANALYSIS SUMMARY:

a. GRAVITY DESIGN:

Hand calculations will be used to design the gravity systems.

b. LATERAL DESIGN:

Hand calculations will be used to design the lateral systems.

c. FOUNDATION DESIGN:

Hand calculations will be used to design the foundation systems.

4. DESIGN LOADS

DEAD LOAD

Dead load:

Roof Construction: 1 1/2” Steel Roof Deck

Component

ADMIN Roof DL Committal

Top Chord

Bottom Chord

Roof

Roofing (3 layers of asphalt shingles) 6 0 4

Insulation 0 .5 0

Plywood Sheathing 1.8 0 0

CFSF Trusses or roof steel 1.5 1.5 6

MEP 1 2 1

Ceiling (5/8” gyp) 0 2.8 0

Miscellaneous 0.7 0.2 1

DEAD LOAD: 11 7 12

a. Wall Cladding:

Exterior – 4” brick + CFSF studs .................................................. 50 psf

b. Live load Typical floors .............................................................................. 100 psf Roof .......................................................................................... 20 psf

SNOW LOAD

Ground Snow Load is zero psf.;

WIND LOAD (MWFRS)

WIND LOADING (ASCE7-10)

In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2

Using the directional design method

Tedds calculation version 2.0.18

Building data

Type of roof; Gable

Length of building; b = 76.00 ft

Width of building; d = 32.00 ft

Height to eaves; H = 14.50 ft

Pitch of roof; α0 = 26.0 deg

Mean height; h = 18.40 ft

General wind load requirements

Basic wind speed; V = 130.0 mph

Risk category; II

Velocity pressure exponent coeff (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; Gf = 0.85

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)

14.50 0.85 31.26

15.00 0.85 31.26

15.00 0.85 31.26

18.40 0.88 32.51

22.30 0.92 33.77

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); qi = 32.51 psf

Pressures and forces

Net pressure; p = q × Gf × Cpe - qi × 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) 18.40 -0.31 32.51 -14.34 1352.92 -19.39

B (-ve) 18.40 -0.60 32.51 -22.43 1352.92 -30.35

Total vertical net force; Fw,v = -44.71 kips

Total horizontal net force; Fw,h = 4.80 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A 14.50 0.80 31.26 15.40 1102.00 16.98

B 18.40 -0.50 32.51 -19.67 1102.00 -21.67

C 18.40 -0.70 32.51 -25.19 588.86 -14.84

D 18.40 -0.70 32.51 -25.19 588.86 -14.84

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × H = 1102.00 ft2

Projected vertical area of roof; Avert_r_0 = b × d/2 × tan(α0) = 593.08 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 22.4 kips

Leeward net force; Fl = Fw,wB = -21.7 kips

Windward net force; Fw = Fw,wA = 17.0 kips

Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 43.5 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (+ve) 18.40 0.18 32.51 10.71 1352.92 14.50

B (+ve) 18.40 -0.60 32.51 -10.73 1352.92 -14.51

Total vertical net force; Fw,v = -0.02 kips

Total horizontal net force; Fw,h = 12.72 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A 14.50 0.80 31.26 27.11 1102.00 29.87

B 18.40 -0.50 32.51 -7.96 1102.00 -8.78

C 18.40 -0.70 32.51 -13.49 588.86 -7.94

D 18.40 -0.70 32.51 -13.49 588.86 -7.94

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × H = 1102.00 ft2

Projected vertical area of roof; Avert_r_0 = b × d/2 × tan(α0) = 593.08 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 22.4 kips

Leeward net force; Fl = Fw,wB = -8.8 kips

Windward net force; Fw = Fw,wA = 29.9 kips

Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 51.4 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (-ve) 18.40 -0.90 32.51 -30.72 327.58 -10.06

B (-ve) 18.40 -0.90 32.51 -30.72 327.58 -10.06

C (-ve) 18.40 -0.50 32.51 -19.67 655.17 -12.89

D (-ve) 18.40 -0.30 32.51 -14.14 1395.52 -19.73

Total vertical net force; Fw,v = -47.41 kips

Total horizontal net force; Fw,h = 0.00 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 31.26 15.40 479.49 7.39

A2 15.00 0.80 31.26 15.40 0.00 0.00

A3 22.30 0.80 33.77 17.11 109.37 1.87

B 18.40 -0.28 32.51 -13.62 588.86 -8.02

C 18.40 -0.70 32.51 -25.19 1102.00 -27.76

D 18.40 -0.70 32.51 -25.19 1102.00 -27.76

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × H + d2 × tan(α0) /

4 = 588.86 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 = 9.4 kips

Leeward net force; Fl = Fw,wB = -8.0 kips

Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 9.3 kips

Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 17.3 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A (+ve) 18.40 -0.18 32.51 0.88 327.58 0.29

B (+ve) 18.40 -0.18 32.51 0.88 327.58 0.29

C (+ve) 18.40 -0.18 32.51 0.88 655.17 0.58

D (+ve) 18.40 -0.18 32.51 0.88 1395.52 1.22

Total vertical net force; Fw,v = 2.13 kips

Total horizontal net force; Fw,h = 0.00 kips

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

Zone

Ref.

height

(ft)

(psf)

Net pressure p

(psf)

Area

Aref

(ft2)

Net force

Fw

(kips)

A1 15.00 0.80 31.26 27.11 479.49 13.00

A2 15.00 0.80 31.26 27.11 0.00 0.00

A3 22.30 0.80 33.77 28.82 109.37 3.15

B 18.40 -0.28 32.51 -1.92 588.86 -1.13

C 18.40 -0.70 32.51 -13.49 1102.00 -14.87

D 18.40 -0.70 32.51 -13.49 1102.00 -14.87

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × H + d2 × tan(α0) /

4 = 588.86 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 = 9.4 kips

Leeward net force; Fl = Fw,wB = -1.1 kips

Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 16.1 kips

Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 17.3 kips

A

B

76 ft

Plan view - Gable roof

C

32 ft

.5 f t

Side face

A

76 ft

.5 f t

Windward face

B

76 ft

.5 f t

Leeward face

Design wind speed (Fig 26.5-1); ....................................................... V = 130 mph;

Exposure class (Sec 26.7.3); ........................................................................... "C";

Wind pressure, (Directional); ............................................................... 35.1 psf;

Wind pressure, MWFRS (Strength Level); ............................................. 36 psf;

A B C D

9.2 ft 9.2 ft 18.4 ft 39.2 ft

76 ft

Wind - 90o

Plan view - Gable roof

.5 f t

.5 f t

.5 f

WIND LOAD (COMPONENTS AND CLADDING)

Wall;

Corner Distance; ....................................................................................... 3.2 ft;

Zone 4 Pressures (Field); ........................................... Positive Negative Less than 10 sq ft; .......................................................... 38.4 psf; -41.6 psf 50 sq ft; ........................................................................... 34.3 psf; -37.6 psf 200 sq ft; ......................................................................... 30.9 psf; -34.1 psf More than 500 sq ft; ........................................................ 28.6 psf; -31.9 psf Zone 5 Pressures (Corner);

Less than 10 sq ft; .......................................................... 38.4 psf; -51.4 psf 50 sq ft; ........................................................................... 34.3 psf; -43.3 psf 200 sq ft; ......................................................................... 30.9 psf; -36.4 psf More than 500 sq ft; ........................................................ 28.6 psf; -31.9 psf

Roof;

Corner Distance; ....................................................................................... 3.2 ft;

Zone 1 Pressures (Field); ........................................... Positive Negative Less than 10 sq ft; .......................................................... 22.1 psf; -35.1 psf 50 sq ft; ........................................................................... 19.5 psf; -33.8 psf 200 sq ft; ......................................................................... 17.6 psf; -32.8 psf More than 500 sq ft; ........................................................ 15.6 psf; -31.9 psf Zone 2 Pressures (Edge);

Less than 10 sq ft; .......................................................... 22.1 psf; -61.1 psf 50 sq ft; ........................................................................... 19.5 psf; -54.6 psf 200 sq ft; ......................................................................... 17.6 psf; -49.8 psf More than 500 sq ft; ........................................................ 15.6 psf; -44.9 psf Zone 3 Pressures (Corner);

Less than 10 sq ft; .......................................................... 22.1 psf; -90.4 psf 50 sq ft; ........................................................................... 19.5 psf; -82.6 psf 200 sq ft; ......................................................................... 17.6 psf; -76.7 psf More than 500 sq ft; ........................................................ 15.6 psf; -70.9 psf

SEISMIC LOAD - ADMIN BUILDING

Load Combination (LRFD, ASD, or ASD alternate) .............................. LRFD;

Site class; .................................................................................................... "D" Short period spectral acceleration (Fig 22-1); .................................... SS = 0.106; g Long period spectral acceleration (Fig 22-2); .................................... S1 = 0.058; g Short period site coefficient (Table 11.4-1); ............................................ Fa = 1.600 Long period site coefficient (Table 11.4-2); ............................................. Fv = 2.400 Short period design acceleration, SDS eq 2/3 SMS; ....................... SDS = 0.113; g Long period design acceleration, SD1 eq 2/3 SM1; ........................ SD1 = 0.093; g Risk category (Table 1.5-1); .............................................................................. "II" Seismic importance factor (Table 1.5-2); ................................................ Ie = 1.000;

Seismic design category (Table 11.6-1 and 11.6-2); .............................................. "B" Vertical structural irregularity (Table 12.3-2) ...................................................... No Plan structural irregularity (Table 12.3-1) .......................................................... No Seismic force-resisting system (Table 12.2-1);

"16.Light-framed walls sheathed with wood panels ratedfor shr/stl";

Redundancy coefficient (Section 12.3.4.1 and .2), ρ ............................................ 1.0 Response modification coefficient (Table 12.2-1); .................................. R = 6.500;

System overstrength factor (Table 12.2-1); ........................................... Ω0 = 3.000;

Deflection amplification factor (Table 12.2-1); ....................................... Cd = 4.000;

Allowable story drift (Table 12.12-1), Δa ................................................... 0.020 hsx Analysis procedure (Table 12.6-1) .................................... Equivalent lateral force Approximate fundamental period, Ta equals 0.03 x hn

3/4; ........... Ta = 0.112 sec;

Upper limit coefficient (Table 12.8-1); ................................................... Cu = 1.332 Fundamental period, Tmax equals Cu x Ta; ........................ Cu * Ta = 0.150 sec;

Nominal base shear coefficient, SDS x IE / R (Eq 12.8-2); ................... Cs1 = 0.017 ;

Minimum Cs (Eq 12.8-5); ................................................................. Csmin1 = 0.010 ;

Maximum Cs (Eq 12.8-3); ............................................................... Csmax1 = 0.127 ;

Design base shear, V equals Cs x W; ........................................ V =; 0.017; xW;

Seismic load additive effect, E equals ρ QE + 0.2 SDS D; .......................................... 1.0 QE +; 0.023; D Seismic load counteracting effect, E equals ρ QE - 0.2 SDS D; ...........................................1.0 QE -; 0.023; D

SEISMIC LOAD - COMMITTAL SHELTER

Load Combination (LRFD, ASD, or ASD alternate) .............................. LRFD;

Site class; .................................................................................................... "D" Short period spectral acceleration (Fig 22-1); .................................... SS = 0.106; g Long period spectral acceleration (Fig 22-2); .................................... S1 = 0.058; g Short period site coefficient (Table 11.4-1); ............................................ Fa = 1.600 Long period site coefficient (Table 11.4-2); ............................................. Fv = 2.400 Short period design acceleration, SDS eq 2/3 SMS; ....................... SDS = 0.113; g Long period design acceleration, SD1 eq 2/3 SM1; ........................ SD1 = 0.093; g Risk category (Table 1.5-1); .............................................................................. "II" Seismic importance factor (Table 1.5-2); ................................................ Ie = 1.000;

Seismic design category (Table 11.6-1 and 11.6-2); .............................................. "B" Vertical structural irregularity (Table 12.3-2) ...................................................... No Plan structural irregularity (Table 12.3-1) .......................................................... No Seismic force-resisting system (Table 12.2-1);

"1. Steel system not specially detailed for seismic resistance, ex";

Redundancy coefficient (Section 12.3.4.1 and .2), ρ ............................................ 1.0 Response modification coefficient (Table 12.2-1); .................................. R = 3.000;

System overstrength factor (Table 12.2-1); ........................................... Ω0 = 3.000;

Deflection amplification factor (Table 12.2-1); ....................................... Cd = 3.000;

Allowable story drift (Table 12.12-1), Δa ................................................... 0.020 hsx Analysis procedure (Table 12.6-1) .................................... Equivalent lateral force Approximate fundamental period, Ta equals 0.03 x hn

3/4; ........... Ta = 0.112 sec;

Upper limit coefficient (Table 12.8-1); ................................................... Cu = 1.332 Fundamental period, Tmax equals Cu x Ta; ........................ Cu * Ta = 0.150 sec;

Nominal base shear coefficient, SDS x IE / R (Eq 12.8-2); ................... Cs1 = 0.038 ;

Minimum Cs (Eq 12.8-5); ................................................................. Csmin1 = 0.010 ;

Maximum Cs (Eq 12.8-3); ............................................................... Csmax1 = 0.275 ;

Design base shear, V equals Cs x W; ........................................ V =; 0.038; xW;

Seismic load additive effect, E equals ρ QE + 0.2 SDS D; .......................................... 1.0 QE +; 0.023; D Seismic load counteracting effect, E equals ρ QE - 0.2 SDS D; ...........................................1.0 QE -; 0.023; D

5. CONCRETE

a. Design code ................................................................. ACI 318-14

b. Material properties:

(1) Reinforcing steel ................................................ ASTM A615, Grade 60

(2) Welded wire reinforcement ................................ ASTM A185

c. Strength properties:

(1) Footings ............................................................ 3000 psi

(2) Slab on Grade ................................................... 3500 psi

(3) All other concrete .............................................. 4000 psi

6. FOUNDATIONS

a. Geotechnical Report .................................................... November 28, 2017

(1) Geotechnical Engineer ...................................... Terracon

b. Allowable net soil bearing pressure (Admin) ................ 1800 psf

c. Allowable net soil bearing pressure (Committal) .......... 1200 psf

d. Footing minimum depth ................................................ -1’-8”

e. General foundation type ............................................... spread footings

f. Minimum footing size

(1) Spread footing ................................................... 2’-0”

(2) Continuous footing ............................................ 1’-4”

7. MASONRY

a. Design code ................................................................. ACI 530-14

b. Load Combination ........................................................ Allowable Stress

c. Material properties:

(1) Concrete masonry units .................................... ASTM C90

(2) Mortar materials ................................................ ASTM C270, Type S

(3) Grout ................................................................. ASTM C476

(4) Reinforcing steel ................................................ ASTM A615, Gr 60

(5) Plate and bent bar anchors ............................... ASTM A36

(6) Wire ties and anchors ........................................ ASTM A951

d. Strength properties:

(1) Design assembly strength, f’m .......................... 1500 psi

(2) Individual concrete masonry units ..................... 1900 psi

(3) Mortar ................................................................ 1800 psi

(4) Grout ................................................................. 2000 psi

8. STRUCTURAL STEEL

a. Design Code & Load Combinations ............................. ASD 13th ed.

(1) Material properties:

(a) Beams .................................................... ASTM A992 (Gr. 50)

(b) W-shape columns ................................... ASTM A992 (Gr. 50)

(c) Other rolled sections ............................... ASTM A36

(d) Hollow structural sections (HSS) ............ ASTM A500, Gr. B

(e) Pipe steel ................................................ ASTM A53, Gr. B

(f) Base plates ............................................. ASTM A36

(g) Anchor rods ............................................ ASTM F1554, Gr 36

(2) Design properties – Columns:

(a) Maximum demand to capacity ratio ...................... 1.00

(3) Connections:

(a) Standard bolts ........................ ASTM A325N, 3/4" dia.

(b) Tension control, twist-off type ................. ASTM F1852

(c) Bolted connection type .................................... Bearing

(d) Connection material .................................... ASTM A36

(e) Welding electrodes ........................................... E70XX

(f) Typical fillet weld size ............................................ 1/4"

(g) Moment connection type .......................... Field welded

(4) Responsibility:

(a) Shear Connections ...............................................EOR

(b) Braced Frame Connections ..................................EOR

(c) Moment Connection..............................................EOR

9. COLD FORM METAL FRAMING

a. Design code ................................................................. AISI

b. Material properties:

(1) 18 gauge and thinner ........................................ ASTM A653, Gr 33

(2) 16 gauge and thicker ......................................... ASTM A653, Gr 50

(3) Connection material (> 3/16”) ............................ ASTM A36

(4) Anchor rods ....................................................... ASTM F1554, Gr 36

(5) Bolts .................................................................. ASTM A307

(6) Electrodes for arc welding ................................. AWS 5.1, E60XX

c. Coatings:

(1) Hot-dipped ......................................................... ASTM A525, Gr 60

(2) Electro-plate ...................................................... ASTM A591

(3) Aluminum-zinc ................................................... ASTM A792, Gr 40

10. ANCHORS

a. Post Installed Expansion Anchors Design Basis

(1) Hollow CMU ...................................................... Hilti HLC Sleeve

(2) Grouted CMU .................................................... Hilti Kwik Bolt 3

(3) Uncracked Concrete .......................................... Hilti Kwik Bolt 3

(4) Cracked Concrete ............................................. Hilti Kwik Bolt TZ

b. Adhesive Anchor System Design Basis

(1) Hollow CMU ...................................................... Hilti HIT HY 70

(2) Grouted CMU .................................................... Hilti HIT HY 200

(3) Uncracked Concrete .......................................... Hilti HIT HY 200

(4) Cracked Concrete ............................................. Hilti RE 500-SD

11. SERVICEABILITY CRITERIA

a. Non-composite live load ............................................... L/360

b. Non-composite total load ............................................. L/240

c. Lateral drift under code wind pressure ......................... H/300

d. Total load supporting masonry ..................................... L/600 and Δ less than or equal to 0.30"

ADMIN BUILDING

Job: VA Louisiana Nation Cemetery By: Todd Barrett Job Number: 17001048.03

Subject: Admin Building wall stud Checked By: Date: 12/4/2017

WALL STUDS

The purpose of this calculation is to estimate wall studs for bidding purposes. The final stud design will be by the stud supplier.

Roof Dead Load; DL = 18 psf;

Roof Live Load; LLr = 20 psf;

Roof span; L1 = 32.5 ft;

Overhang; L2 = 2.5 ft;

Stud Spacing; L3 = 2 ft;

Axial Loads;

Dead Load; PDL = DL * (L1 / 2 + L2) * L3 = 675.000 lbs;

Roof Live Load; PLLr = LLr * (L1 / 2 + L2) * L3 = 750.000 lbs;

Maximum Axial Load; PLC1 = PDL + PLLr = 1425.000 lbs;

DL + 0.75 (WL + LLr); PLC2 = PDL + 0.75 * PLLr = 1237.500 lbs;

Maximum Wind Load; PLC3 = PDL = 675.000 lbs;

For Maximum Axial Load, we’ll use 5 psf lateral load as a minimum load just to estimate stud sizes. Truss bearing is at 11’-4”, so we’ll use 12’ wall height with studs at 24” oc.

600S162-54 (50 ksi) has sufficient axial capacity to support roof trusses. 5.05 kips.

For corner wind loads of 52 psf per the design criteria, this is strength level wind forces. The tables are based on service level; 52 psf * 0.6 * 0.75 = 23.400 psf; We’ll use 25 psf;

For roof live load and wind load, we’ll use 25 psf lateral load as a minimum load just to estimate stud sizes.

Truss bearing is at 11’-4” and we’ll keep 24” spacing. At 12’ for 600S162-54, we get 2.94 kip axial capacity.

Deflection was OK at 12’.

For corner wind loads of 52 psf per the design criteria, this is strength level wind forces. The tables are based on service level; 52 psf * 0.6 = 31.200 psf; We’ll use 35 psf;

For maximum wind load, we’ll use 35 psf lateral load as a minimum load just to estimate stud sizes. Truss bearing is at 11’-4”, so we’ll use 12’ wall height with studs at 24” oc.

The table capacity for 600S162-54 at 12’ tall and 24” OC. The actual wall height is 11’-4”. At this height the stud has sufficient capacity (2.03 kips) and deflection meets 1/360. We can reduce the wind load for deflection when using Components and cladding load, so this is OK to use for bidding purposes.

TALL ADMIN CORRIDOR STUDS

The purpose of this calculation is to estimate wall studs for bidding purposes. The final stud design will be by the stud supplier.

Roof Live Load; LLr = 20 psf;

Roof span; L1 = 13 ft;

Overhang; L2 = 2.5 ft;

Stud Spacing; L3 = 2 ft;

Axial Loads;

Dead Load; PDL = DL * (L1 / 2 + L2) * L3 = 324.000 lbs;

Roof Live Load; PLLr = LLr * (L1 / 2 + L2) * L3 = 360.000 lbs;

Maximum Axial Load; PLC1 = PDL + PLLr = 684.000 lbs;

DL + 0.75 (WL + LLr); PLC2 = PDL + 0.75 * PLLr = 594.000 lbs;

Maximum Wind Load; PLC3 = PDL = 324.000 lbs;

For Maximum Axial Load, we’ll use 5 psf lateral load as a minimum load just to estimate stud sizes. Truss bearing is at 15’-4”, so we’ll use 16’ wall height with studs at 24” oc.

600S162-54 (50 ksi) has sufficient axial capacity to support roof trusses. 3.91 kips.

For corner wind loads of 52 psf per the design criteria, this is strength level wind forces. The tables are based on service level; 52 psf * 0.6 * 0.75 = 23.400 psf; We’ll use 25 psf for strength; 52 psf * 0.42 * 0.75 = 16.380 psf;

We’ll use 20 psf for deflection.

For Roof Live Load and wind load, we’ll use 25 psf lateral load as a minimum load just to estimate stud sizes.

Truss bearing is at 15’-4”, so we’ll use 16’ wall height with studs at 24” oc.

600S162-68 (50 ksi) has sufficient axial capacity to support roof trusses. 2.42 kips. For deflection, the studs don’t work at 16’ tall, but have sufficient stiffness at 14’. This is OK for bidding purposes.

For corner wind loads of 52 psf per the design criteria, this is strength level wind forces. The tables are based on service level; 52 psf * 0.6 = 31.200 psf; We’ll use 35 psf for strength; 52 psf * 0.42 = 21.840 psf; We’ll use 25 psf for deflection.

For maximum wind load, we’ll use 35 psf lateral load as a minimum load just to estimate stud sizes. Truss bearing is at 15’-4”, so we’ll use 16’ wall height with studs at 24” oc.

600S162-68 (50 ksi) has sufficient axial capacity to support roof trusses. 1.22 kips. For deflection, the studs don’t work at 16’ tall, nor at 14’. 600S200-68 (50 KSI) @ 24” oc works. Let’s use that for bidding.

Job: Louisiana National Cemetery By: Todd Barrett Job Number: 17001048.03

Subject: Admin Building Footing Checked By: Date: 12/19/2017

FOUNDATION ANALYSIS & DESIGN (ACI318)

In accordance with ACI318-11 incorporating Errata as of August 8, 2014

Tedds calculation version 3.2.06

FOOTING ANALYSIS

Length of foundation; Lx = 1 ft

W idth of foundation; Ly = 1.5 ft

Foundation area; A = Lx × Ly = 1.5 ft2

Depth of foundation; h = 12 in

Depth of soil over foundation; hsoil = 12 in

Density of concrete; γconc = 150.0 lb/ft3

0.843 ksf 0.843 ksf y z

Wall no.1 details

W idth of wall; ly1 = 12 in position in y-axis; y1 = 9 in

Soil properties

Gross allowable bearing pressure; qallow_Gross = 1.8 ksf

Density of soil; γsoil = 120.0 lb/ft3

Angle of internal friction; φb = 30.0 deg

Design base friction angle; δbb = 30.0 deg

Coefficient of base friction; tan(δbb) = 0.577

Foundation loads

Self weight; Fswt = h × γconc = 150 psf

Soil weight; Fsoil = hsoil × γsoil = 120 psf

Wall no.1 loads per linear foot

Dead load in z; FDz1 = 0.5 kips

Live load in z; FLz1 = 0.4 kips

Footing analysis for soil and stability

Load combinations per ASCE 7-10

1.0D (0.335)

1.0D + 1.0L (0.469)

Combination 2 results: 1.0D + 1.0L

Forces on foundation per linear foot

Force in z-axis; Fdz = γD × A × (Fswt + Fsoil) + γD × FDz1 + γL × FLz1 = 1.3 kips

Moments on foundation per linear foot

Moment in y-axis, about y is 0; Mdy = γD × (A × (Fswt + Fsoil) × Ly / 2) + γD × (FDz1 × y1) + γL × (FLz1 × y1) =

0.9 kip_ft

Uplift verification

Vertical force; Fdz = 1.265 kips

PASS - Foundation is not subject to uplift

Stability against sliding

Resistance due to base friction; FRFriction = max(Fdz, 0 kN) × tan(δbb) = 0.73 kips

Bearing resistance

Eccentricity of base reaction

Eccentricity of base reaction in y-axis; edy = Mdy / Fdz - Ly / 2 = 0.000 in

Strip base pressures q1 = Fdz × (1 - 6 × edy / Ly) / (Ly × 1 ft) = 0.843 ksf q2 = Fdz × (1 + 6 × edy / Ly) / (Ly × 1 ft) = 0.843 ksf

Minimum base pressure; qmin = min(q1,q2) = 0.843 ksf

Maximum base pressure; qmax = max(q1,q2) = 0.843 ksf

Allowable bearing capacity

Allowable bearing capacity; qallow = qallow_Gross = 1.8 ksf qmax / qallow = 0.469

PASS - Allowable bearing capacity exceeds design base pressure

FOOTING DESIGN (ACI318)

In accordance with ACI318-11 incorporating Errata as of August 8, 2014

Material details

Compressive strength of concrete; f’c = 3000 psi

Yield strength of reinforcement; fy = 60000 psi

Cover to reinforcement; cnom = 3 in

Concrete type; Normal weight

Concrete modification factor; λ = 1.00

W all type; Concrete

Analysis and design of concrete footing

Load combinations per ASCE 7-10

1.4D (0.001)

1.2D + 1.6L + 0.5Lr (0.002)

Combination 2 results: 1.2D + 1.6L + 0.5Lr

Forces on foundation per linear foot

Ultimate force in z-axis; Fuz = γD × A × (Fswt + Fsoil) + γD × FDz1 + γL × FLz1 = 1.7 kips

Moments on foundation per linear foot

Ultimate moment in y-axis, about y is 0; Muy = γD × (A × (Fswt + Fsoil) × Ly / 2) + γD × (FDz1 × y1) + γL × (FLz1 × y1) =

1.2 kip_ft

Eccentricity of base reaction

Eccentricity of base reaction in y-axis; euy = Muy / Fuz - Ly / 2 = 0.000 in

Strip base pressures qu1 = Fuz × (1 - 6 × euy / Ly) / (Ly × 1 ft) = 1.108 ksf qu2 = Fuz × (1 + 6 × euy / Ly) / (Ly × 1 ft) = 1.108 ksf

Minimum ultimate base pressure; qumin = min(qu1,qu2) = 1.108 ksf

Maximum ultimate base pressure; qumax = max(qu1,qu2) = 1.108 ksf

Shear diagram (kips)

0.6

-0.6

0.00.0

Moment diagram (kip_ft)

0.2

0.2

0.0

Moment design, y direction, positive moment

Ultimate bending moment; Mu.y.max = 0.024 kip_ft

Tension reinforcement provided; No.5 bars at 12.0 in c/c bottom

Area of tension reinforcement provided; Asy.bot.prov = 0.31 in2

Minimum area of reinforcement (10.5.4); As.min = 0.0018 × Lx × h = 0.259 in2

PASS - Area of reinforcement provided exceeds minimum

Maximum spacing of reinforcement (10.5.4); smax = min(3 × h, 18 in) = 18 in

PASS - Maximum permissible reinforcement spacing exceeds actual spacing

Depth to tension reinforcement; d = h - cnom - φy.bot / 2 = 8.688 in

Depth of compression block; a = Asy.bot.prov × fy / (0.85 × f'c × Lx) = 0.608 in

Neutral axis factor; β1 = 0.85

Depth to neutral axis; c = a / β1 = 0.715 in

Strain in tensile reinforcement (10.3.5); εt = 0.003 × d / c - 0.003 = 0.03345

PASS - Tensile strain exceeds minimum required, 0.004

Nominal moment capacity; Mn = Asy.bot.prov × fy × (d - a / 2) = 12.995 kip_ft

Flexural strength reduction factor; φ f = min(max(0.65 + (εt - 0.002) × (250 / 3), 0.65), 0.9) = 0.900

Design moment capacity; φMn = φf × Mn = 11.695 kip_ft

Mu.y.max / φMn = 0.002

PASS - Design moment capacity exceeds ultimate moment load

One-way shear design, y direction

One-way shear design does not apply. Shear failure plane fall outside extents of foundation.

No.5 bars at 12 in c/c bottom

A B C D

C F

.5

38' - 4" 13' - 6" 26' - 4"

CF1.5

CF1.5 CF1.5

C F

.5

CF1.5

C F

.0

CF3.0CF3.0

C F

.0

C F

.0

CF3.0 CF3.0

C F

.0

C F

.0

CF2.0

WALL

1' - 1"

7"

2' - 2" WALL

W A

L L

W A

L L

W A

L L

WALL

1' - 1"

W A

L L

2' - 2" WALL

2' - 2" WALL

2' - 2" WALL

WALL

1' - 1 1/2"

C F

.5

C F

.5

C F

.5

C F

.5

S T

O O

P

STOOP

-0

8" CMU WITH

#4@48" OC

( -0' - 8" )

1400-S3

4" CONCRETE SLAB ON GRADE

REINFORCED WITH 6x6 W1.4xW1.4 WWR

T.O. SLAB EL (+0' - 0")

4" CONCRETE SLAB ON GRADE

REINFORCED WITH 6x6 W1.4xW1.4 WWR

T.O. SLAB EL (+0' - 0")

1400-S3

TYP

4"

1' - 0 1/2" LEDGE

6"

EL (-0' - 5 1/4")

T.O. LEDGE

TYP

7 1/2"

1' - 1 1/2" WALL

1400-S3

7 1/2"

4"

1' - 0 1/2" LEDGE

6"

4" 6"

1' - 0 1/2" LEDGE

1' - 0 1/2" LEDGE

6"4"

WALL

1' - 1 1/2"

7 1/2"

1400-S3

TYP

1400-S3

TYP

1400-S3

TYP

1400-S3

1400-S3

HOLD DOWN -

TYP

10' - 0" 6' - 0"

9' - 4" 10' - 0"

C J

C J

C J

CJ

CJ

/4

CJ

CJ

CJ

/4

CJ

CJ

CJ

3' - 5 5/8" 3' - 5 5/8"

C J

C J

C J

C J

C J

5' - 0"

8' - 0" 2' - 0"

5' - 0"

10' - 0" 8' - 0"

CJ

CJ

HOLD DOWN -

TYP

1400-S3

1400-S3

1400-S3

NOTES:

1. CF# INDICATES CONTINUOUS FOOTING. T.O. FOOTING EL (-1' - 0"), UNO.

N

O R HT

1/4" = 1'-0"1

FOUNDATION PLAN - ADMIN PIC

8"

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SW3

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Subject: Admin Building shear wall Checked By: Date: 3/7/2018

SHEAR WALL DESIGN

The purpose of this calculation is to design the shear walls for the admin building. This calculaiton is for shear wall 1.

Design Loads;

Wind Load (ultimate); WL = 36 psf;

Building Information;

Wall stud height to bearing; Hbrg = 11.4 ft;

Lower roof truss height; Htrs1 = 18.2 ft;

Higher roof truss height; Htrs2 = 21 ft;

Shear Wall Information;

Length of shear wall; Lsw = 9.33 ft;

Roof span bearing on shear wall; Lroof = 8 ft;

Lower roof span between shear walls; Llowroof = 38.333 ft;

Higher roof span between shear walls; Lhighroof = 0 ft;

Loads on Shear Wall;

Roof Dead Load; WDL = Lroof / 2 * DL = 72.000 plf;

Wind load from lower roof; PWLlr = (Hbrg / 2 + (Htrs1 – Hbrg)) * Llowroof / 2 * WL = 8624.925 lbs;

Wind load from higher roof; PWLhr = (Hbrg / 2 + (Htrs2 – Hbrg)) * Lhighroof / 2 * WL = 0.000 lbs;

Uniform load on shear wall; WSW = (PWLlr + PWLhr) / Lsw = 924.429 plf;

Allowable uniform load on shear wall; WASW = 0.6 * WSW = 554.658 plf;

Use Hilti X-GPN 37 MX structural wood panel fasteners (see table on next page).

We will use 54 mil studs (16 GA) and studs spaced 24” oc. Sheathing will be 5/8” nominal.

Allowable Stress Design safety factor for wind; Ω = 2.0;

Nominal Shear Resistance with fastener spacing

At 6” OC; wNSR6 = 835 plf;

At 4” OC; wNSR4 = 1140 plf;

At 3” OC; wNSR3 = 1370 plf;

Allowable Shear Resistance at 6” OC spacing; wASR6 = wNSR6 / Ω = 417.500 plf; FAIL;

Allowable Shear Resistance at 4” OC spacing; wASR4 = wNSR4 / Ω = 570.000 plf; PASS;

Allowable Shear Resistance at 3” OC spacing; wASR3 = wNSR3 / Ω = 685.000 plf; PASS; Use this.

Determine uplift at end of shear wall;

Wind uplift at ends of wall; PWLUP = (PWLlr + PWLhr) * Hbrg / Lsw = 10538.494 lbs;

Roof Dead Load on wall; PDL = DL * Lroof / 2 * Lsw = 671.760 lbs;

Net uplift at end of wall; Pnetup = 0.6 * PWLUP - 0.6 * (PDL /2) = 6121.568 lbs;

Factored new uplift at end of wall; Punet = PWLUP - 0.9 * (PDL /2) = 10236.202 lbs;

Use Simpson hold down anchors (see next page). Use (2) 54 mil or 16 GA studs

ASD Load for S/HDU4; PSHDU4 = 3970 lbs; FAIL;

ASD Load for S/HDU6; PSHDU6 = 6125 lbs; PASS;

ASD Load for S/HDU9; PSHDU9 = 9990 lbs; PASS;

ASD Load for S/HDU11; PSHDU11 = 12175 lbs; PASS;

By inspection, getting anchor rod embedded in concrete wall to transfer force will not work. We will transfer the tension from the hold down anchor to a channel embedded in the concrete wall. Welded to the channel will be rebar that will transfer the tension force to the foundation.

Number of #3 bars needed to resist tension; Punet / (0.75 * 60 ksi * 0.11 in2) = 2.068;

Number of #4 bars needed to resist tension; Punet / (0.75 * 60 ksi * 0.20 in2) = 1.137;

SEISMIC DESIGN

The purpose of this calculation is to verify that wind design of the shear walls is sufficient to resist seismic forces;

Nominal base shear coefficient; Cs = 0.027;

Wall Dead Load; DLwall = 50 psf;

Building length parallel to shear wall; Lbldg1 = 33 ft;

Total Dead load to Wall 1 from roof; DL1 = (Lbldg1 * Llowroof) * DL = 22769.802 lbs;

Total Dead load to Wall 1 from walls; DL2 = (Lbldg1 + Llowroof) * Hbrg/2 * DLwall = 20329.905 lbs;

Design Base Shear; V1 = Cs * (DL1 + DL2) = 1163.692 lbs;

Uniform load on shear wall; WSWE = (V1) / Lsw = 124.726 plf;

Allowable uniform load on shear wall; WASWE = 0.7 * WSWE = 87.308 plf;

Allowable Stress Design safety factor for seismic; ΩE = 2.5;

At 6” OC; wNSR6 = 835 plf;

Allowable Shear Resistance at 6” OC spacing; wASR6E = wNSR6 / ΩE = 334.000 plf;PASS;

Allowable Shear Resistance at 4” OC spacing; wASR4E = wNSR4 / ΩE = 456.000 plf;PASS;

Allowable Shear Resistance at 3” OC spacing; wASR3E = wNSR3 / ΩE = 548.000 plf;PASS;

The wind forces required 3” spacing, for seismic, we can use 6” spacing. The rest of the system connections (uplift and attachment to base) used cracked concrete design, so by inspection seismic forces can be resisted by wind design.

FOOTING DESIGN

The purpose of this calculation is to design the footing under the shear wall.

Foundation Information;

Allowable soil bearing pressure; Qallow = 1800 psf;

Footing Width; L1ftg = 2.5 ft;

Footing Length beyond end of shear wall; L2ftg = 2 ft;

Footing Thickness; L3ftg = 1.5 ft;

Length of footing used in foundation calculation; L4ftg = Lsw + 2* L2ftg = 13.330 ft;

Concrete Density; ρconc = 150 pcf;

Concrete compressive strength; f’c = 3000 psi;

Steel Yield Strength; fy = 60 ksi;

Foundation Loads;

Uniform Dead Load from Roof and Wall; wDLFTG = WDL + DLwall * Hbrg + L1ftg * L3ftg * ρconc = 1204.500 plf;

Moment due to shear wall overturning; Movt = 0.6 * PWLUP * Lsw = 58.994 kip_ft;

Resisting moment; Mres = (wDLFTG * (L4ftg)) * ((L4ftg)/2) = 107.013 kip_ft;

Overturning safety factor; FSovt = Mres / Movt = 1.814; PASS ;

Footing Eccentricity; eftg = Movt / (wDLFTG * L4ftg) = 3.674 ft;

Eccentricity check for uplift; L4ftg / 6 = 2.222 ft;

Eccentricity is more than check, therefore we will have uplift on footing;

Soil Bearing Pressure; Qu = (4 * (wDLFTG * L4ftg)) / (3 * L1ftg * (L4ftg – 2 * eftg)) = 1431.636 psf;

PASS;

Foundation Reinforcement;

Factored soil bearing pressure; Quf = 1.6 * Qu = 2290.618 psf;

Moment on footing at end of shear wall; Mu = Quf * L1ftg * L2ftg * L2ftg / 2 = 11.453 kip_ft;

Try (4) #5; Asftg = 4 * 0.31 in2 = 1.240 in2;

Compression block depth; aftg = Asftg * fy / (0.85 * f’c * L1ftg) = 0.973 in;

Moment arm Depth of reinforcement; dftg = L3ftg – 3 in – 0.5 in = 14.500 in;

Minimum Reinforcement for Flexure; Asmin1 = (3 * √(f’c / 1 psi) * 1 psi)/fy * L1ftg * dftg = 1.191 in2;

Asmin2 = (200 psi * L1ftg * dftg) / fy = 1.450 in2;

Asmin = MAX(Asmin1, Asmin2) = 1.450 in2; FAIL;

Moment capacity of footing; Mn = 0.9 * Asftg * fy * (dftg – aftg / 2) = 78.197 kip_ft;

Mn is more than 4/3 greater than Mu, therefore footing reinforcement is OK.

The purpose of this calculation is to design the shear walls for the admin building. This calculaiton is for shear wall 2.

Design Loads;

Length of shear wall; Lsw = 10 ft;

Roof span bearing on shear wall; Lroof = 8 ft;

Lower roof span between shear walls; Llowroof = 26.333 ft;

Higher roof span between shear walls; Lhighroof = 0 ft;

Roof Dead Load; WDL = Lroof / 2 * DL = 72.000 plf;

Wind load from lower roof; PWLlr = (Hbrg / 2 + (Htrs1 – Hbrg)) * Llowroof / 2 * WL = 5924.925 lbs;

Wind load from higher roof; PWLhr = (Hbrg / 2 + (Htrs2 – Hbrg)) * Lhighroof / 2 * WL = 0.000 lbs;

Uniform load on shear wall; WSW = (PWLlr + PWLhr) / Lsw = 592.493 plf;

Allowable uniform load on shear wall; WASW = 0.6 * WSW = 355.496 plf;

At 6” OC; wNSR6 = 835 plf;

Allowable Shear Resistance at 6” OC spacing; wASR6 = wNSR6 / Ω = 417.500 plf; PASS; Use this.

Allowable Shear Resistance at 3” OC spacing; wASR3 = wNSR3 / Ω = 685.000 plf; PASS;

Wind uplift at ends of wall; PWLUP = (PWLlr + PWLhr) * Hbrg / Lsw = 6754.415 lbs;

Roof Dead Load on wall;…