Architecture Engineering Developments

Table of Contents

Senior Design Skyscraper Final Project Page 2

ARE 4900 Structural Capstone Building Calculations and Drawings Page 7

Portland Multifamily Housing Concept Net-Zero Project Page 41

Energy+ analysis paper with EMS code Page 58

Titled: BIM Analysis of Mid-rise Office Building in New Delhi, India

Copyright: 2014-2016 Paul Drake

Architectural Engineering

HOTEL GROSS SQFT: 300,000 OFFICE GROSS SQFT: 600,000

We first chose this design because we wanted to expand upon it in a way that boh improved the asthetics and performance of the building. The most immediate change

was combining the towers so that they became lush, while absorbing the core within the tower. This posed many structural challenges due to the decreased core size

as well as the slenderness of the taller tower. Anoher significant design change was the facade. We wanted to create a sleek and modern system that complimented

boh the leans of the towers as well as their slender appearances. The glass panels each are 5’ wide by 14’ tall, and are shaped similar to the faces of the North and South

elevations. We have designed the glass panels to be highly relective, to add to the overall moif of the building. Each panel is connected to the slab edges by spider

connections to eliminate harsh lines created by exterior mullions. The plaza echos the towers in boh form and syle. The plaza has pronounced sharp angles and edges;

since our tower looks unique from any and every angle, we wanted to design a plaza that also created countless views to admire from.

REFLECTION

FLOOR PLAN

NORTH

EAST

WEST

SITE PLAN

SOUTH

As the building ascends the hoel and office loor plates will shift right and left

respectively. The office includes one large and small leasable office space

available. The hoel includes 10, 375 sqft. rooms, and 3, 750 sqft. rooms. The

750 sqft. rooms will be deluxe suites for exclusive guests attending events at

the Pepsi Center. There are 5 elevators for boh the office and hoel sections.

Each section will also have one express elevator and one service elevator. The

core provides the much needed space for boh mechanical, electrical and

plumbing chases.

The site was designed to relect the crossing of the wo towers. It will be a

closed plaza with commercial space for vendors. As the tower meets the

ground, the crossing of the tower is accentuated by the plaza’s relection of

LATERAL SYSTEM

GRAVITY SYSTEM &

_{LEANING COLUMNS}

CASE STUDY

The lateral system for the Kross Tower consists of

a 2’ thick concrete core and outrigger trusses on

the four mechanical loors. The core will resist the

lateral loads on the building, and the

outriggers will transfer portions of the load to the

perimiter columns by acting as a lever arm and

transfering the moment from the core to the

columns. Under a lateral loading, the outriggers

transfer the load to the columns on the

windward side of the tower causing tension, while

the columns on the leeward side will be in

compression.

The Kross tower leans at 4° and 8°. Leaning columns are

used on the leaning edges of the building, while vertical

columns are used in the interior of the building. The P-Delta

effects created by the tower’s lean causes shear and

overturning moment on the building’s lateral system. To help

counteract the overturning moment on the leaning columns,

tensioning cables are used on all the mechanical loors that

run horizontal beween the downward leaning columns and

the center vertical part of the building. The cables will reduce

the overturning moment in the columns.

.Examples of existing leaning towers are: the

Capital Gate building, Abu Dhabi, and the Veer

Towers in Las Vegas. Each leaning high rise uses a

different approch to combat the structural

challenges created by the buildings’ lean. Capital

Gate uses a concrete core and exterior diagrid

system to achieve the 18° lean. The core was

precambered and designed to straighten during

construction as the upper loors were added.

The Veer Towers use a core with shear walls

extending off of it for the lateral system. The

graviy loads are carried to the ground by vertical

interior columns and leaning exterior columns on

the wo leaning edges of the buildings. The leaning

columns are constructed of W-shape steel

members embedded in 5’ of concrete.

The biggest structural concerns of the Kross Tower

were the lean of the building and the shrinking of

the core at Level 38. The lean of the building created

a question of how to design the graviy system. The

Veer Towers were a great example and the way the

structural columns in those towers lean with the

building seemed to be the best approach. The

problem with the leaning columns is the P-Delta

effects caused by the lean. This was dealt with by

implementing a cabling system that is in tension

beween the leaning columns and the vertical

section of the building. These cables counteract the

overturning moment caused by the p-delta effects.

Anoher solution to the overturning moment of the

entire building, caused by the lean, is a precambered

core. Capital Gate was the first leaning tower to use

this and it allowed the building to lean a record

breaking 18°

REFLECTION

Sources:

1.0 Introduction to Outrigger Systems

The Leaning Towers of Vegas

Case Study; Capitol Gate, Abu Dhabi

Mechanical shafts in the core will house ducts, pipes, and

electrical systems. The intermediate air handling units will

be housed in the core also. These units will supply the

variable air volume boxes. The VAV boxes supply

separate zones on each loor. The supply plenum will be

under the raised loor, and supply conditioned air to the

spaces through the swirl diffusers on the loor. The

return air will be collected at the ceiling and returned to

the exterior through the façade caviy.

The multi-use space needed lexibiliy and los of

natural light. Usually, a façade composed of entirely

glass leads to over-heating, even in the winter. This

concep led our team to adoping a double-skin,

ventilated façade for our tower. Having a “buffer

zone” beween the exterior and interior climates

lessens the heat gains in the tower from exterior

conditions. The heat from the sun can be capured

in the caviy, and exhausted out of the tower before

the heat gains are felt by in the interior spaces. This

allows for a passive system to keep heat gains from

the sun down, while still giving the benefits of

natural light for the interior spaces.

An under loor air distribution (UFAD) system works

well with a double-skin, ventilated façade. The

supply air in an UFAD system is low velociy, high

volume. The conditioned air is supplied at the loor

from a pressurized plenum. The conditioned air can

be supplied at a temperature closer to the design

temperature because the air naturally mixes better.

The stratification zone occurs at 4-6 ft above the

loor. Once the air mixes, and is warmed by the

space, it further stratifies and rises naturally,

exhausting into the double skin, ventilated facade.

The façade acts as a return air plenum for the

return air from the conditioned space.

Since the return air plenum will discharge into the

environment, the building will be conditioned with

100% outside air. This provides a greater indoor air

qualiy within the conditioned spaces. The building

will be regulated by a Building Management System

(BMS). The BMS will consist of a control room and

will monitor carbon monoxide levels, VOC’s, supply

air temperature, space air temperature, and many

oher aspects of the building’s mechanical systems,

including the lighting. The BMS will provide a greater

overall control of the spaces and the energy uses.

Having a BMS makes commissioning the building

easier. Commissioning is often required with an

underloor air system to make sure the conditioned

spaces are at the designed comfort levels.

REFLECTION

AIR FLOW &

COMPONENTS

A double-skin, ventilated

façade consists of 2 layers

of glass. The inner layer is

the “window” for the

users of the building. The

outer layer is the exterior

of the building. The wo

layers are separated by an

air caviy used to exhaust

the ho air from the

building and act as a

“buffer zone”.

The Titus® swirl diffuser in

the loor is controllable by the

occupant. These

diffusers would be spaced

approximately every 4 square

feet.

A linear Titus® FlowBar

Diffuser will act as the return

air diffuser. The bar will be in

the ceiling and in the inner

face of the double-skin,

ventilated façade.

Denver Sun Angles:

Winter (December 21, 12 pm) - 26°;

Summer (June 21, 12 pm) - 74°

Source: Universiy of Oregon, Solar Radiation Monitoring

Laboratory, http://solardat.uoregon.edu/SunChartProgram.html

DESIGN CONDITIONS

MECHANICAL FLOORS

& ELEVATOR DIAGRAM

The mechanical loors

are located at Levels 17,

34, 47, and 61. A ypical

mechanical loor will

house boilers, chillers,

water softeners, pumps,

100% outside air handling

units, and electrical

equipment.

DLW WYOMING

MARIAN H.

ROCHELLE

GATEWAY CENTER

STRUCTURAL SYSTEM CALCULATIONS

PAUL DRAKE, AMANDA LANGE, & LINDSAY WESSEL

MAY 15, 2015

Contents

WIND LOADS ... 2

WIND LOADS TO LEVELS ... 2

COMPONENTS AND CLADDING PRESSURE ... 2

SNOW LOADS ... 2

SEISMIC LOADS ... 4

BASE SHEAR. ... 4

SHEAR DISTRIBUTION ... Error! Bookmark not defined. RIGID SHEAR DISTRIBUTION ... 5

BEAM SIZE ... 9

GIRDER SIZE ... 8

OPEN WEB BAR JOIST SIZE ... 10

COLUMN SIZE... 11

INTERIOR FOOTING SIZE & REINFORCMENT ... 12

COLUMN BASE PLATE ... 15

BEAM TO GIRDER CONNECTION ... 17

GIRDER TO COLUMN CONNECTION... 17

WIND LOADS

WIND LOADS TO LEVELS

Wind Speed= 120 MPH F=APCd P= 37 PSF 341 Cd= 2 BLDG Length 74.5 ft A1= 1118 ft2 ₂₄₂ A2= 2235 ft2 A3= 3278 ft2 A4= 4619 ft2 165 F1= 82 KIPS F2= 165 KIPS F3= 242 KIPS 82 F4= 341 KIPS

COMPONENTS AND CLADDING PRESSURE

Risk Category: III; Exposure Category: C; 𝐾𝐾𝑧𝑧𝑧𝑧 Topo Category: = 1 (ASCE 7 26.8.2)

Effective Wall Wind Area = 15 𝑓𝑓𝑓𝑓 ×1₃𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 (= 15′_{) = 75 𝑓𝑓𝑓𝑓}2 _{(ASCE Pg. 243)}

Effective Roof Wind Area = 35 𝑓𝑓𝑓𝑓 ×1₃𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 (= 35′_{) = 408 𝑓𝑓𝑓𝑓}2 _{(ASCE Pg. 243)}

𝑠𝑠𝑛𝑛𝑛𝑛𝑧𝑧= 𝜆𝜆𝐾𝐾𝑧𝑧𝑧𝑧𝑠𝑠𝑛𝑛𝑛𝑛𝑧𝑧30 Flat Roof Mean Roof Height = 45 ft  𝜆𝜆 = 1.53 (ASCE 30.5.1)

Zone 1 2 3 4 5 -23.7 -28.1 -28.1 -24.8 -28.1 8.3 8.3 8.3 21.25 22.6 Corrected -36.261 -42.993 -42.993 -37.944 -42.993 12.699 12.699 12.699 32.5125 34.578

SNOW LOAD

Center of Mass

Rectangular Approximate Curved Area Total Area

F1 74.5 x 190 = 14155 ft2 65 x 7 = 455 ft2 14610 ft2 F2 14155 ft2 455 14610 ft2 F3 14155 ft2 455 14610 ft2 F4 34.5 76 2622 ft2 455 3077 ft2 Σ 46907 ft2 Ground Snow Load= 30 PSF

Roof Snow Load= 30 PSF

Drift = 232 PSF Drift Calculation Flat Roof pf=.7CeCtIspg Ce= 0.9 Ct= 1 Is= 1.1 Pg= 30 PSF pf= 20.79 PSF Drift Load pd=hdγ=hd.426pg+2.2 Drift Check hc= 18 ft Drift height hd= 18 ft hc/hb= 1 >.2 Drift length 8 ft Weight of Drift pd= 232 psf

SEISMIC LOADS

BASE SHEAR.

Base Shear (VB)

CS=SDS/(R/I) FROM SD: Floor Area

SDS= 0.153 Wt. Structure 200 PSF F1= 14610 ft2 R= 3 M/E/P 10 PSF F2= 14610 ft3 I= 1.25 Ceiling 5 PSF F3= 14610 ft4 CS= 0.06375 Σ= 215 PSF F4= 3077 ft5 W= Σ*Fx kips W1= 3141 kips V= CS*W kips W2= 3141 kips V1= 200 kips W3= 3141 kips V2= 200 kips W1= 662 kips V3= 200 kips V4= 42 kips

Rigidity Properties Direct Shear Torsional Shear Shear

1st

Floor CR CM Eccentricty Torsion al Rigidy Base Shea r Direc t Shea r Accide ntal Eccent ricity Torsi onal Shear h (ft) L (ft) h/L R (kip/i n) x (ft) y (ft) x(ft) R yR (ft) xm (ft) y(ft) m ex (ft) J (kip/in) ft2 VB (kips ) VD (kips ) eacc (ft) VT' (kips) (kips) V A 19 25.17 75 0. 7675 21.33 163724 98.6 39.6 7.6 4.58E+07 200 42 9 94 136 B 19 13.50 41 1. 1990 41.42 82416 98.6 39.6 7.6 1.93E+07 200 24 4 19 43 C 19 25.17 75 0. 7675 34.83 267331 98.6 39.6 7.6 3.12E+07 200 42 9 225 267 D 19 13.50 41 1. 1990 17.33 34492 98.6 39.6 7.6 1.93E+07 200 24 4 8 32 E 19 24.00 79 0. 7017 33.50 235071 98.6 39.6 7.6 6.82E+07 200 86 4 55 140 F 19 18.33 04 1. 4046 147.50 596748 98.6 39.6 7.6 9.69E+06 200 22 9 850 873 G 19 14.42 32 1. 2333 68.25 159258 98.6 39.6 7.6 2.27E+07 200 28 4 37 66 H 19 11.83 61 1. 1431 49.92 71442 98.6 39.6 7.6 1.39E+07 200 17 4 17 34 I 19 22.17 86 0. 6010 159.58 959059 98.6 39.6 7.6 2.24E+07 200 33 9 879 912 J 19 12.50 52 1. 1644 47.08 77409 98.6 39.6 7.6 1.60E+07 200 20 4 18 38 K 19 30.75 62 0. 10936 170.92 1869220 98.6 39.6 7.6 5.73E+07 200 60 9 1219 1279 Rx= 36341 3856083 660090 3.26E+08 Ry= 16406 106 40

Rigidity Properties Direct Shear Torsional Shear Shear Total

2nd

Floor CR CM Eccentricty Torsion al Rigidy Base Shea r Direc t Shea r Accide ntal Eccent ricity Torsi onal Shear h (ft) L (ft) h/L R (kip/i n) x (ft) y (ft) x(ft) R yR (ft) xm (ft) y(ft) m ex (ft) J (kip/in) ft2 VB (kips ) VD (kips ) eacc (ft) VT' (kips) (kips) V A 15 25.17 60 0. 11610 21.33 247675 98.6 39.6 7.4 6.92E+07 200 42 9 140 183 B 15 13.50 11 1. 3468 41.42 143648 98.6 39.6 7.4 3.37E+07 200 26 4 33 58 C 15 25.17 60 0. 11610 34.83 404406 98.6 39.6 7.4 4.71E+07 200 42 9 336 379 D 15 13.50 11 1. 3468 17.33 60118 98.6 39.6 7.4 3.37E+07 200 26 4 14 39 E 15 24.00 63 0. 10728 33.50 359393 98.6 39.6 7.4 1.04E+08 200 79 4 82 161 F 15 18.33 82 0. 6585 147.50 971357 98.6 39.6 7.4 1.58E+07 200 24 9 1369 1393 G 15 14.42 04 1. 4011 68.25 273757 98.6 39.6 7.4 3.90E+07 200 30 4 63 92 H 15 11.83 27 1. 2560 49.92 127786 98.6 39.6 7.4 2.49E+07 200 19 4 29 48 I 15 22.17 68 0. 9357 159.58 1493170 98.6 39.6 7.4 3.49E+07 200 34 9 1354 1388 J 15 12.50 20 1. 2910 47.08 137022 98.6 39.6 7.4 2.83E+07 200 21 4 31 53 K 15 30.75 49 0. 15870 170.92 2712374 98.6 39.6 7.4 8.31E+07 200 58 9 1749 1807 Rx= 55031 5828982 1101724 5.14E+08 Ry= 27146 106 41

Rigidity Properties Direct Shear Torsional Shear Shear Total

3rd

Floor CR CM Eccentricty Torsion al Rigidy Base Shea r Direc t Shea r Accide ntal Eccent ricity Torsi onal Shear h (ft) L (ft) h/L R (kip/i n) x (ft) y (ft) x(ft) R yR (ft) xm (ft) y(ft) m ex (ft) J (kip/in) ft2 VB (kips ) VD (kips ) eacc (ft) VT' (kips) (kips) V A 14.58 25.17 58 0. 12155 21.33 259317 98.6 39.6 7.4 7.25E+07 200 42 9 147 189 B 14.58 13.50 08 1. 3693 41.42 152965 98.6 39.6 7.4 3.59E+07 200 26 4 35 61 C 14.58 25.17 58 0. 12155 34.83 423416 98.6 39.6 7.4 4.93E+07 200 42 9 352 394 D 14.58 13.50 08 1. 3693 17.33 64018 98.6 39.6 7.4 3.59E+07 200 26 4 15 40 E 14.58 24.00 61 0. 11246 33.50 376730 98.6 39.6 7.4 1.09E+08 200 78 4 86 164 F 14.58 18.33 80 0. 6953 147.50 1025608 98.6 39.6 7.4 1.67E+07 200 24 9 1444 1468 G 14.58 14.42 01 1. 4264 68.25 290996 98.6 39.6 7.4 4.14E+07 200 30 4 67 96 H 14.58 11.83 23 1. 2735 49.92 136536 98.6 39.6 7.4 2.66E+07 200 19 4 31 50 I 14.58 22.17 66 0. 9828 159.58 1568405 98.6 39.6 7.4 3.66E+07 200 34 9 1421 1455 J 14.58 12.50 17 1. 3105 47.08 146203 98.6 39.6 7.4 3.02E+07 200 22 4 33 55 K 14.58 30.75 47 0. 16541 170.92 2827175 98.6 39.6 7.4 8.66E+07 200 57 9 1822 1879 Rx= 57634 6103922 1167448 5.41E+08 Ry= 28736 106 41

BEAM SIZE

Span: 25’ 6” Spacing: 6’ Deck: Vulcraft 1.5F20 Slab: 4” Strength Design: Framing ~ 5 psf Deck = 2.09 psf Slab = 50 psf 1” 𝛿𝛿 𝑐𝑐𝑐𝑐𝑠𝑠𝑐𝑐𝑐𝑐𝑐𝑐𝑓𝑓𝑐𝑐 = 12𝑠𝑠𝑠𝑠𝑓𝑓 Σ = 69.09 𝑠𝑠𝑠𝑠𝑓𝑓 𝐿𝐿𝐿𝐿𝑐𝑐 = 20 psf 𝜔𝜔𝑢𝑢= 1.2𝐷𝐷 + 1.6𝐿𝐿 = 1.2 (69.09) + 1.6(20) = 114.9 𝑠𝑠𝑠𝑠𝑓𝑓 = 689.5 𝑠𝑠𝑝𝑝𝑓𝑓 𝑀𝑀𝑢𝑢=𝜔𝜔𝑢𝑢𝑝𝑝 2 8 = 690 ∗ 25.52 8 = 56.1 𝑘𝑘𝑓𝑓𝑓𝑓

The assumed W21x44 has a capacity well above the required strength @ 112 kft for a 26ft span. Reconsidering a W14 shape to accommodate depth

Beam Size from AISC pg. W14x34 𝑀𝑀𝑝𝑝= 63𝑘𝑘𝑓𝑓𝑓𝑓 @ 26𝑓𝑓𝑓𝑓 𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠; 𝐼𝐼 = 340𝑖𝑖𝑠𝑠4

Serviceability Design: 𝑝𝑝 180 ≈ 1.7" 𝐼𝐼𝑟𝑟𝑛𝑛𝑟𝑟 =0.69𝑘𝑘𝑝𝑝𝑓𝑓 ∗ 22.5 ∗ (25.5 4₎ 29000 ∗ (1.7") = 133.15𝑖𝑖𝑠𝑠4≤ 340 𝑖𝑖𝑠𝑠4→ 𝑂𝑂𝐾𝐾

GIRDER SIZE

Span: 34’ 6” Deck: Vulcraft 1.5F20 Slab: 4” Strength Design: Framing ~ 5 psf Deck = 2.09 psf Slab = 50 psf 1” 𝛿𝛿 𝑐𝑐𝑐𝑐𝑠𝑠𝑐𝑐𝑐𝑐𝑐𝑐𝑓𝑓𝑐𝑐 = 12𝑠𝑠𝑠𝑠𝑓𝑓 Σ = 69.09 𝑠𝑠𝑠𝑠𝑓𝑓 → 1640.89 𝑠𝑠𝑝𝑝𝑓𝑓

Girder Weight = 34 lb. ft. @ 5 girders → 5 ∗ �1₂(25.5′_{+ 22}′_{)� 34 = 4037.5𝑝𝑝𝑙𝑙 →}4037.5

34.5′ = 117𝑝𝑝𝑙𝑙 𝑓𝑓𝑓𝑓 Σ = 1757.89 𝑠𝑠𝑝𝑝𝑓𝑓 𝐿𝐿𝐿𝐿𝑐𝑐 = 20 psf→ 475𝑠𝑠𝑝𝑝𝑓𝑓 𝜔𝜔𝑢𝑢= 1.2𝐷𝐷 + 1.6𝐿𝐿 = 1.2 (1789.89) + 1.6(475) = 2869.5 𝑠𝑠𝑝𝑝𝑓𝑓 𝑀𝑀𝑢𝑢=𝜔𝜔𝑢𝑢𝑝𝑝 2 8 = 2870 ∗ 34.52 8 = 427 𝑘𝑘𝑓𝑓𝑓𝑓

The assumed W21x44 has a capacity below the required strength @ 231 kft for a 36ft span.

Reconsidering a W27 shape to accommodate depth/strength req: 𝑑𝑑𝑐𝑐𝑠𝑠𝑓𝑓ℎ + 𝑐𝑐𝑐𝑐𝑠𝑠𝑐𝑐𝑐𝑐𝑐𝑐𝑓𝑓𝑐𝑐/𝑑𝑑𝑐𝑐𝑐𝑐𝑘𝑘𝑖𝑖𝑠𝑠𝑑𝑑 ≤ 3𝑓𝑓𝑓𝑓 Beam Size from AISC pg. W27x161 𝑀𝑀𝑝𝑝= 429𝑘𝑘𝑓𝑓𝑓𝑓 @ 36𝑓𝑓𝑓𝑓 𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠; 𝐼𝐼 = 6310𝑖𝑖𝑠𝑠4

Serviceability Design: 𝑝𝑝 180 ≈ 2.3" 𝐼𝐼𝑟𝑟𝑛𝑛𝑟𝑟=2.870𝑘𝑘𝑝𝑝𝑓𝑓 ∗ 22.5 ∗ (34.5 4₎ 29000 ∗ (2.3") = 1371.56𝑖𝑖𝑠𝑠4

In hindsight, this is the largest spanning transfer girder in the design and could have been design more

COLUMN SIZE

Tributary Area per Floor: 𝐴𝐴 =1₂(12′_{+ 26}′_{) ×}1

2 (24′+ 26′+ 8.5′) = 555.75 𝑓𝑓𝑓𝑓2 Loads:

Decking Loads: Using 1.5F20 W=2.09 psf Concrete Slab: 4” SOD @ 150 _{𝑓𝑓𝑧𝑧}𝑙𝑙𝑙𝑙₃= 50 𝑝𝑝𝑙𝑙/𝑓𝑓𝑓𝑓2

Framing: 5 psf Σ =57 psf

Beams: Using 21x44 = 44 plf

5.5 beams perpendicular to H gridline, 1 parallel 5.5 𝑙𝑙𝑐𝑐𝑠𝑠𝑏𝑏𝑠𝑠 × (13′_{+ 7.75}′_{) + 1 × 22.5}′_{= 126.25𝑓𝑓𝑓𝑓}

104 × 44_{𝑓𝑓𝑧𝑧}𝑙𝑙𝑙𝑙= 6011.5 𝑝𝑝𝑙𝑙/𝑓𝑓𝑝𝑝𝑐𝑐𝑐𝑐𝑐𝑐 Mechanical Penthouse Floor Beams:

4 beams × 20.75 + 1 × 16.5 = 99.5 𝑓𝑓𝑓𝑓 99.5 × 44_{𝑓𝑓𝑧𝑧}𝑙𝑙𝑙𝑙= 4378 𝑝𝑝𝑙𝑙 Roof Supports: 2 Types: 24k4 W=7.8 plf → 3 Joists× 7.8_{𝑓𝑓𝑧𝑧}𝑙𝑙𝑙𝑙× 16.5′_{= 386.1 𝑝𝑝𝑙𝑙} 20k3 W=6.5 plf → 3 Joists× 6.5_{𝑓𝑓𝑧𝑧}𝑙𝑙𝑙𝑙× 6′ = 117 𝑝𝑝𝑙𝑙 𝐿𝐿𝐿𝐿 = 50𝑠𝑠𝑠𝑠𝑓𝑓

Roof Live Load: 20psf Snow Load: 30psf

Mech. Equipment: 150 psf Load Case: 𝑃𝑃𝑛𝑛= 1.2𝐷𝐷 + 1.6𝐿𝐿

Roof Load Case 𝑃𝑃𝑛𝑛= 1.2𝐷𝐷 + 1.6𝑆𝑆 + 𝐿𝐿

Φ𝑐𝑐𝑃𝑃𝑛𝑛= Φ𝑐𝑐(1.2((𝐷𝐷𝑐𝑐𝑐𝑐𝑘𝑘𝑖𝑖𝑠𝑠𝑑𝑑 + 𝑠𝑠𝑝𝑝𝑠𝑠𝑙𝑙 + 𝑓𝑓𝑐𝑐𝑠𝑠𝑏𝑏𝑖𝑖𝑠𝑠𝑑𝑑) + 𝐵𝐵𝑐𝑐𝑠𝑠𝑏𝑏𝑠𝑠 + 𝐽𝐽𝑐𝑐𝑖𝑖𝑠𝑠𝑓𝑓𝑠𝑠 + 𝑀𝑀𝑐𝑐𝑐𝑐ℎ. 𝐸𝐸𝐸𝐸𝐸𝐸𝑖𝑖𝑠𝑠. 𝑠𝑠𝑠𝑠𝑓𝑓) × 𝐴𝐴 + 1.6 (𝐿𝐿𝐿𝐿𝑐𝑐 𝑐𝑐𝑐𝑐 𝑆𝑆 𝑓𝑓𝑐𝑐𝑐𝑐 𝑐𝑐𝑐𝑐𝑐𝑐𝑓𝑓) × 𝐴𝐴 = Φ𝑐𝑐((1.2 × 57 + 1.6 × 50)555.75 × 3 𝑓𝑓𝑝𝑝𝑐𝑐𝑐𝑐𝑐𝑐𝑠𝑠 + 1.2(6011.5 × 3 𝑓𝑓𝑝𝑝𝑐𝑐𝑐𝑐𝑐𝑐𝑠𝑠 + 4378 + 386.1 + 117) + 1.2 × 150 × 293.25 + (1.2 × 57 + 1.6 × 30 + 20) × 555.75 = Φ𝑐𝑐(435520 𝑝𝑝𝑙𝑙) = 0.9(435.5 𝑘𝑘𝑖𝑖𝑠𝑠) = 392𝑘𝑘𝑖𝑖𝑠𝑠

COLUMN BASE PLATE

Concentric Axial Compressive Load with concrete confinement for a W12x53 beam Required axial compressive strength: 𝑃𝑃𝑢𝑢= 392 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠

Required base plate area with strength increase for concrete confinement: 𝐴𝐴1𝑟𝑟𝑟𝑟𝑟𝑟=

𝑃𝑃𝑢𝑢

2Φ𝑐𝑐0.85 𝑓𝑓𝑐𝑐′=

392

2(0.65)0.85 (3𝑘𝑘𝑠𝑠𝑖𝑖)= 118.25 𝑖𝑖𝑠𝑠2 Optimize base plate dimensions, N & B

Δ =0.95𝑑𝑑 − 0.8𝑙𝑙₂ 𝑓𝑓 =0.95(12.1) − 0.8(10.0)₂ = 1.7475𝑖𝑖𝑠𝑠. 𝑁𝑁 ≈ �𝐴𝐴1𝑟𝑟𝑟𝑟𝑟𝑟+ Δ = √118.25 + 1.75 = 12.62 𝑖𝑖𝑠𝑠. Try N = 14 in.  B = 118.25 𝑖𝑖𝑛𝑛_{14 𝑖𝑖𝑛𝑛} 2 = 8.4464 𝑖𝑖𝑠𝑠. Try B = 12  𝐴𝐴1= 14 × 12 = 168 𝑖𝑖𝑠𝑠2> 118.25 𝑖𝑖𝑠𝑠2 𝑐𝑐. 𝑘𝑘. 𝑁𝑁2= 120 𝑖𝑖𝑠𝑠. 𝑅𝑅𝑠𝑠𝑓𝑓𝑖𝑖𝑐𝑐:_{𝑁𝑁 =}𝐵𝐵 _{12.67 = 0.6663 𝑖𝑖𝑠𝑠.}8.45 𝐵𝐵2= 0.666 × 120 𝑖𝑖𝑠𝑠. = 79.92 𝑖𝑖𝑠𝑠. 𝐴𝐴2= 120 × 79.92 = 9590.4 𝑖𝑖𝑠𝑠2 9590 𝑖𝑖𝑠𝑠2_{> 4𝐴𝐴} 1= 4 × 168 = 672 𝑖𝑖𝑠𝑠2→ 𝐴𝐴𝐼𝐼𝑆𝑆𝐴𝐴 3.1 𝐴𝐴𝑠𝑠𝑠𝑠𝑐𝑐 𝐼𝐼𝐼𝐼 𝑠𝑠𝑠𝑠𝑠𝑠𝑝𝑝𝑖𝑖𝑐𝑐𝑠𝑠. 𝑃𝑃𝑢𝑢≤ 𝜙𝜙𝑐𝑐𝑃𝑃𝑝𝑝= 2𝜙𝜙𝑐𝑐0.85𝑓𝑓𝑐𝑐′𝐴𝐴1= 2 ∗ 0.65 × 0.85 × 3 𝑘𝑘𝑠𝑠𝑖𝑖 × (168 𝑖𝑖𝑠𝑠2) = 556.9 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 392 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

Req’d base plate thickness:

𝑏𝑏 =𝑁𝑁 − 0.95𝑑𝑑₂ =14 − 0.95 × 12.1₂ = 1.25𝑖𝑖𝑠𝑠. 𝑠𝑠 =𝐵𝐵 − 0.8𝑙𝑙₂ 𝑓𝑓=12 − 0.8 × 10.0₂ = 2.0 𝑖𝑖𝑠𝑠. 𝑋𝑋 = � 4𝑑𝑑𝑙𝑙𝑓𝑓 �𝑑𝑑 + 𝑙𝑙𝑓𝑓�2 �_{𝜙𝜙𝑃𝑃}𝑃𝑃𝑢𝑢 𝑝𝑝= � 4 × 12.1 × 10.0 (12.1 + 10.0)2� 392 557= 0.704 𝜆𝜆 = 2√𝑋𝑋 1 + √1 − 𝑋𝑋≤ 1 𝜆𝜆 = 2√0.704 1 + √1 − 0.704= 1.086 → 1 𝜆𝜆𝑠𝑠′_{= 𝜆𝜆}�𝑑𝑑𝑙𝑙𝑓𝑓 4 =(1)√12.1 × 10.04 = 2.75 𝑖𝑖𝑠𝑠. 𝑝𝑝 = max(𝑏𝑏, 𝑠𝑠, 𝜆𝜆𝑠𝑠′_{) = max(1.25, 2.0, 2.75) = 2.75 𝑖𝑖𝑠𝑠.} 𝑓𝑓𝑚𝑚𝑖𝑖𝑛𝑛= 𝑝𝑝 �_𝜙𝜙2𝑃𝑃𝑢𝑢 𝑙𝑙𝐹𝐹𝑦𝑦𝐵𝐵𝑁𝑁 =(2.75)� 2 × 392 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 (0.9)(36 𝑘𝑘𝑠𝑠𝑖𝑖)12 × 14 = 1.04 𝑖𝑖𝑠𝑠. → 𝑈𝑈𝑠𝑠𝑐𝑐 1 1 4 𝑖𝑖𝑠𝑠.

Concrete Base Plate Continued: Concrete embedment strength:

𝜙𝜙𝑁𝑁𝑐𝑐𝑙𝑙𝑐𝑐= 𝜙𝜙ψ324�𝑓𝑓𝑐𝑐′ℎ𝑛𝑛𝑓𝑓1.5_𝐴𝐴𝐴𝐴𝑁𝑁

𝑁𝑁𝑜𝑜= 0.7 × 1.25 (𝑓𝑓𝑐𝑐𝑐𝑐 𝐸𝐸𝑠𝑠𝑐𝑐𝑐𝑐𝑠𝑠𝑐𝑐𝑘𝑘𝑐𝑐𝑑𝑑 𝑐𝑐𝑐𝑐𝑠𝑠𝑐𝑐𝑐𝑐𝑐𝑐𝑓𝑓𝑐𝑐) × 24√3000 × 6"

1.5 _{(1) = 16.9 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠}

Tensile Strength of a 1 ½ in. anchor rod: 𝑅𝑅𝑛𝑛= 0.75𝐹𝐹𝑢𝑢𝐴𝐴𝑙𝑙= 0.75 × 58 𝑘𝑘𝑠𝑠𝑖𝑖 × 1.77 𝑖𝑖𝑠𝑠2= 76.99 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠

Available Tensile Strength: 𝜙𝜙𝑅𝑅𝑛𝑛= 0.75 × 𝑅𝑅𝑛𝑛= 0.75 × 77 = 57.75 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠

𝑓𝑓𝑧𝑧𝑡𝑡=𝑃𝑃𝑢𝑢𝑚𝑚𝑡𝑡𝑚𝑚_{𝐴𝐴 =12(1.77 𝑖𝑖𝑠𝑠}392 2_{) = 18.46 𝑘𝑘𝑠𝑠𝑖𝑖} 𝑀𝑀𝑧𝑧= 42 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 ×�𝑓𝑓𝑚𝑚𝑖𝑖𝑛𝑛(= 1.25") + 0.25" (𝑠𝑠𝑝𝑝𝑠𝑠𝑓𝑓𝑐𝑐 𝑤𝑤𝑠𝑠𝑠𝑠ℎ𝑐𝑐𝑐𝑐)�₂ 4 = 7.875 𝑘𝑘𝑠𝑠𝑖𝑖 𝑍𝑍 =𝑑𝑑_{6 =}3 1.5_{6 = 0.563 𝑖𝑖𝑠𝑠.}3 3 𝑓𝑓𝑧𝑧𝑙𝑙=𝑀𝑀_{𝑍𝑍 =}𝑧𝑧 7.875_0.563= 13.99 𝑘𝑘𝑠𝑠𝑖𝑖 𝑓𝑓𝑧𝑧= 𝑓𝑓𝑧𝑧𝑡𝑡+ 𝑓𝑓𝑧𝑧𝑙𝑙= 18.46 + 13.99 = 32.45 𝑘𝑘𝑠𝑠𝑖𝑖 𝜙𝜙𝐹𝐹𝑛𝑛𝑧𝑧′ = 𝜙𝜙 �1.3 𝐹𝐹𝑛𝑛𝑧𝑧−_{𝜙𝜙𝐹𝐹}𝐹𝐹𝑛𝑛𝑧𝑧 𝑛𝑛𝑛𝑛𝑓𝑓𝑛𝑛� ≤ 𝜙𝜙𝐹𝐹𝑛𝑛𝑧𝑧 𝐹𝐹𝑛𝑛𝑧𝑧 = 0.75𝐹𝐹𝑢𝑢= 0.75 × 58𝑘𝑘𝑠𝑠𝑖𝑖 = 43.5 𝑘𝑘𝑠𝑠𝑖𝑖 𝐹𝐹𝑛𝑛𝑛𝑛= 0.4 𝐹𝐹𝑢𝑢= 0.4 × 58 𝑘𝑘𝑠𝑠𝑖𝑖 = 23.2 𝑘𝑘𝑠𝑠𝑖𝑖 (𝑇𝑇ℎ𝑐𝑐𝑐𝑐𝑠𝑠𝑑𝑑𝑠𝑠: 𝑁𝑁) 𝑓𝑓𝑛𝑛=_{12 × 1.77𝑖𝑖𝑠𝑠}42 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 2= 1.98 𝑘𝑘𝑠𝑠𝑖𝑖 𝜙𝜙𝐹𝐹𝑛𝑛𝑧𝑧′ = 0.75 �1.3 × 43.5 −_{0.75 × 23.2}43.5 1.98� = 38.7 𝑘𝑘𝑠𝑠𝑖𝑖 38.7 𝑘𝑘𝑠𝑠𝑖𝑖 ≥ 0.75 × 43.5 𝑘𝑘𝑠𝑠𝑖𝑖 = 32.6 𝑘𝑘𝑠𝑠𝑖𝑖 → 𝑈𝑈𝑠𝑠𝑐𝑐 32.6 𝑘𝑘𝑠𝑠𝑖𝑖 32.45 𝑘𝑘𝑠𝑠𝑖𝑖 < 32.6 𝑘𝑘𝑠𝑠𝑖𝑖 𝑐𝑐. 𝑘𝑘.

BEAM TO GIRDER CONNECTION

Using the calculated beam and girder sizes and support reactions from above: Beam: W14x34 ASTM A992 𝑓𝑓𝑤𝑤= 0.285 𝑖𝑖𝑠𝑠.

Girder: W27x161 ASTM A992 𝑓𝑓𝑤𝑤= 0.660 𝑖𝑖𝑠𝑠.

𝑅𝑅𝑢𝑢=𝜔𝜔₂𝑢𝑢𝑙𝑙=690𝑝𝑝𝑙𝑙𝑓𝑓×25.5

′

2 = 8.8 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠

Try All-Bolted Double Angle @ ¼ in. thick, 𝐹𝐹𝑦𝑦= 36 𝑘𝑘𝑠𝑠𝑖𝑖, & 3 – ¾ in. bolts: (ASCE 10-1)

Φ𝑅𝑅𝑛𝑛= 76.4 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 8.8 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

Uncoped, 𝐿𝐿𝑛𝑛ℎ= 11₂𝑖𝑖𝑠𝑠.

Φ𝑅𝑅𝑛𝑛= 263 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠(0.285𝑖𝑖𝑠𝑠. ) = 74.96 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 8.8 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

Bolt bearing:

Φ𝑅𝑅𝑛𝑛= 526 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠(0.660𝑖𝑖𝑠𝑠. ) = 347.16 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 8.8 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

GIRDER TO COLUMN CONNECTION

Using the calculated beam and girder sizes and support reactions from above: Girder: W21x44 ASTM A992 𝑓𝑓𝑤𝑤= 0.350 𝑖𝑖𝑠𝑠.

Column: W12x53 ASTM A992 𝑓𝑓𝑓𝑓= 0.345 𝑖𝑖𝑠𝑠.

𝑅𝑅𝑢𝑢=2900𝑝𝑝𝑙𝑙𝑓𝑓×30

′

2 = 43.5 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠

Try All-Bolted Double Angle @ ¼ in. thick, 𝐹𝐹𝑦𝑦= 36 𝑘𝑘𝑠𝑠𝑖𝑖, & 4 – ¾ in. bolts: (ASCE 10-1)

Φ𝑅𝑅𝑛𝑛= 101 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 43.5 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

Uncoped, 𝐿𝐿𝑛𝑛ℎ= 11₂𝑖𝑖𝑠𝑠.

Φ𝑅𝑅𝑛𝑛= 351 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠(0.350𝑖𝑖𝑠𝑠. ) = 122.85 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 > 43.5 𝑘𝑘𝑖𝑖𝑠𝑠𝑠𝑠 o.k.

Bolt bearing:

EXTERIOR COLD-FORMED STEEL STUD SIZE

Using SSMA Technical Guide – Curtain Wall Limiting Heights for a Single Span pg. 25 P = 37 psf from Wind Load Calculations;

15’ min span height Studs on 16” centers typ.; Using L/360 deflection

SSMA designates 600S162-54 50ksi cold formed steel stud as the minimally compliant sizing.

1. GENERAL:

1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ’ENGINEER’’ MEAN THE STRUCTURAL

ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS "CONTRACTOR’S ENGINEER", "MECHANICAL ENGINEER", ETC.

1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL

REQUIREMENTS.

1C. UNDERGROUND UTILITIES. LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR

SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS

DIMENSIONED OTHERWISE.

2. EXISTING STRUCTURES:

2A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS

PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

2B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT

NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:

− SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN

− DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS − CONDITIONS OF INSTABILITY OR LACK OF SUPPORT

− ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD

2C. PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.

2D. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTUAL CONDITIONS PRIOR TO SUBMITTING SHOP

DRAWINGS.

2E. CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE

CONSTRUCTION SCHEDULE.

2F. SUBMIT A DIMENSIONED DRAWING FO ALL NEW OPENINGS THROUGH EXISTING STRUCTURE AND SECURE

APPROVAL PRIOR TO CUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND SIZE OF PROPOSED OPENING.

3. USE OF DRAWINGS:

3A. DO NOT SCALE DRAWINGS.

3B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE

MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSWHERE ON THE PROJECT.

4. TEMPORARY CONDITIONS:

4A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS

RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO "LATERAL LOAD RESISTING SYSTEM DESCRIPTION" IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION.

4B. [CONTRACTOR’S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE

EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTIONS PERIOD.]

4C. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS−ON−GRADE AND UPPER SLABS ARE IN

PLACE AND REACH FULL STRENGTH UNLESS ADEQUATED BRACING IS PROVIDED. USE ONLY HAND

OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES.

5. SUBMITTALS AND SUBSTITIUTIONS:

5A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.

− IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY DLW, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE DLW, INC. FOR MAKING THE

CHANGE.

− CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS

− ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL

− SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOAD RESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC SECTION 1706

5B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS.

5C. NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT

DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE

ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE DLW, INC. FOR DESIGNING THE REPAIR.

5D. [ALL SHOP DRAWINGS SHALL BE SUBMITTED IN 24x36, 11x17 AND 8−1/2x11 FORMAT ONLY.] 5E. [ALL SHOP DRAWINGS SHALL BE SUBMITTED IN ELECTRONIC FORMAT ONLY.]

6. OSHA STANDARDS:

6A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE

STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS.

6B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES,

STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC, AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED.

6C. WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. [DO NOT PLACE

HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.] ADJUST LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS.

6D. ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLED

REGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS.

6E. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE

STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.

7. CONSTRUCTION ENGINEERING:

7A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR L9OADS

ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:

− LAYOUT

− DESIGN FOR FORMWORK, SHORING, AND RESHORING − DESIGN OF CONCRETE MIXES

− ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION − WELD PROCEDURES

− DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS − SURVEYING TO VERIFY CONSTRUCTION TOLERANCES

− EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MTERIALS − STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS

8. COORDINATIONAL:

8A. STRUCTURAL DRAWINGS ARE NOT STAND−ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN

CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANINCAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK.

8B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC, WITH ARCHITECTURAL

DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL.

8C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO

THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION.

1. GENERAL:

1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL

NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE

CONTRACTOR:

− GEO−PIER FOUNDATION ENHANCEMENTS − METAL STAIRS

− CURTAIN WALL

− ARCHITECTURAL/METAL CLADDING PANELS − METAL RAILINGS

− ANCHORAGE, BRACING AND ATTACHMENT OF REQUIRED ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE SPRINKLER, AND OTHER EQUIPMENT AND SYSTEMS.

− EXCAVATION SHORING

1B. CONNECTION OF DEFERRED SUBMITTAL ITEMS TO PRIMARY

STRUCTURE BY DEFERRED SUBMITTAL SUPPLIER. DEFERRED SUBMITTAL SUPPLIER TO PROVIDE CONNECTIONS AND FRAMING ARRANGEMENT TO AVOID LOADING WHICH EXCEEDS THE CAPACITY OF THE ELEMENT BEING ATTACHED TO. REFERENCE LOAD MAPS FOR MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SPRINKLER LOAD ALLOWANCES.

1C. ALL DEFERRED SUBMITTALS TO BE ATTACHED TO PRIMARY

STRUCTURE WITH A PINNED CONNECTION. MOMENT CONNECTIONS TO PRIMARY STRUCTURE NOT PERMITTED UNLESS NOTED ON DRAWINGS OR APPROVED BY ENGINEER IN WRITING PRIOR TO SUBMITTAL OF DRAWINGS OR CALCULATIONS.

1D. LOADING AND LOCATION FOR ATTACHMENT OF DEFERRED

SUBMITTAL ITEMS ARE NOTED ON DRAWINGS AND ARE NOT TO BE RE−LOCATED OR INCREASED WITHOUT WRITTEN APPROVAL.

1E. GC & CLADDING DESIGNER COORDINATION:

− METAL STUD FRAMING AND FRAMING ATTACHMENT IS DESIGNED FOR THE TRIBUTARY WIND AND GRAVITY LOAD OF THE STUD

SPACING. CLADDING SUPPLIER TO DESIGN CLADDING TO ATTACH AT EACH STUD. CLADDING ATTACHMENT SPACING WHICH EXCEEDS THE STUD SPACING IS NOT ACCEPTABLE WITHOUT APPROVAL FROM THE METAL STUD SUPPLIER/DESIGNER AND THE PROJECT EOR.

− IF THE CLADDING SUPPLIER DOES NOT WANT OR CANNOT ATTACH TO EACH STUD THE LOADS FROM THE CLADDING SUPPLIER MUST BE PROVIDED TO THE METAL STUD FRAMING SUPPLIER. THE METAL STUD FRAMING SUPPLIER WILL NEED TO INCORPORATE THESE LOADS INTO THE METAL STUD FRAMING DESIGN.

− GC TO COORDINATE BETWEEN METAL STUD FRAMING SUPPLIER AND CLADDING SUPPLIER AS REQUIRED.

1F. WALLS, GRADE BEAMS AND THE UNDERSIDE OF CONCRETE ON

METAL DECK SHALL BE CONSIDERED CRACKED FOR THE PURPOSE OF DESIGNING ANCHORS FOR ATTACHMENT OF DEFERRED

SUBMITTAL ITEMS.

1H. SUBMIT STAMPED STRUCTURAL CALCULATIONS FOR ALL

DEFERRED SUBMITTAL ITEMS PRIOR TO OR CONCURRENTLY WITH DRAWINGS OR PRODUCT DATA. INCLUDE ANALYSIS OF ATTACHMENT TO PRIMARY STRUCTURE. INCLUDE CURRENT ICC REPORT WITH ALL PROPRIETARY STRUCTURAL ELEMENTS AND ANCHORS/FASTENERS.

1I. POWER ACTUATED FASTENERS (PAF) SHALL NOT BE USED TO

RESIST TENSION LOADS. POWER ACTUATED FASTENERS SHALL NOT BE USED TO RESIST GRAVITY LOADS WHICH INCLUDE BRICK

VENEER.

@ At

AB Anchor Bolt

ACI American Concrete Institute

AFF Above Finished Floor ALUM Aluminum

APA American Plywood Association

APPROX Approximate

ARCH Architect or Architectural B/ or BO Bottom of BF Braced Frame BLKG Blocking BM Beam BOT or B Bottom BRG Bearing BTWN Between CC Center to Center CF Cold Formed CG Center of Gravity CIP Cast−In−Place CL Centerline CLG Ceiling CLMS Ceiling/Light/Mechanical/ Superimposed Load CLR Clear

CMU Concrete Masonry Unit COL Column CONC Concrete CONN Connection CONST Construction CONTR Contractor CTR(D) Center(ed) D or DL Dead Load DBL Double DFS Deferred Submittal DIA or O Diameter DIAG Diagonal DIM Dimension DN Down DTL(S) Detail(s) DWG(S) Drawing(s) (E) or Existing EXIST E Earthquake Load E−W East−West EE Each End EF Each Face EL Elevation EMBED Embedded ENGR Engineer EOR Engineer−of−Record EQ SP Equally Spaced EQUIP Equipment ES Each Side EW Each Way EXT Exterior FF Finished Floor FIN Finish(ed) FLG Flange FLR Floor FND Foundation FO Face of FRAM Framing FT Foot or Feet FTG Footing GA Gage or Gauge GALV Galvanized GL Glu−lam GR Grade or Grind GR BM Grade Beam H Soil Lateral Load HD Headed or Holdown HDAR Headed Anchor Rod

HK Hook HORIZ Horizontal HT Height HVAC Heating Ventilating and A/C

I.F. Inside Face ID Inside Diameter IN Inch INT Interior JST Joist JT Joint k Kip L Length or Live Load LB(S) Pound(s) LDH Hook Development Length LG Length LL Live Load Lr Roof Live Load LT Light

LTWT Lightweight LWC Light Weight

Concrete MACH Machine MACH RM Machine Room MAS Masonry

MATL Material MAX Maximum

MCJ Masonry Control Joint MECH Mechanical MEP Mech/Elect/Plumb MIN Minimum MISC Miscellaneous mm Millimeter MNFR Manufacturer MO Masonry Opening MTL Metal N North N−S North−South NM Non−Metallic NO or # Number NOM Nominal NTS Not To Scale

NWC Normal Weight Concrete O.F. Outside Face

OC On Center

OD Outside Diameter OPNG Opening

OPP Opposite OVS Oversized OWS One−Way Slab PC Precast PEN Penetration

PERP Perpendicular PL Plate (Steel)

PLF Pounds Per Lineal Foot PREFAB Prefabricated

PRELIM Preliminary PS Prestressed

PSF Pounds Per Square Foot

PSI Pounds Per Square Inch

PT Point or Post−Tension or Pretensioned QTY Quantity

R Radius or Rain Load RAD Radius

RC Reinforced Concrete RE: or REF Refer to (Reference) REINF Reinforce(ing)(d)(ment) REQD Required REQT(S) Requirement(s) RET Return RO Rough Opening S South S Snow Load SC Slip Critical SCHED Schedule SECT Section SIM Similar

SOG Slab on Grade SP Space(s) SP @ Space at SPECS Specifications SPRT Support SS Stainless Steel STD Standard STIFF Stiffener STL Steel STR Structural SW Shearwall SYM Symmetrical T&B Top and Bottom T/ or T.O. Top of

THK Thick or Thickness TL Total Load

TOC Top of Concrete TOF Top of Footing TOM Top of Masonry TOS Top of Steel TOW Top of Wall TRANS Transverse TWS Two−Way Slab TYP Typical

ULT Ultimate UNO Unless Noted

Otherwise VERT Vertical W Wind Load W/ With W/O Without WD Width or Wood WF Wide Flange WT Weight Reinforcement WxH Width x Height SYMBOL DESCRIPTION XXX’−XX" X XX XX X

#

SOG

X

1i ELEVATION CALLOUT SUBGRADE

CURRENT REVISION CLOUD

SECTION OR DETAIL CUT

SHEET NUMBER ELEVATION CUT

SHEET NUMBER

NEW GRID LINES

CAST−IN−PLACE CONC

SHEARWALL #

CONCRETE SLAB ON GRADE DECK TYPE

ABOVE DECK CONCRETE THICKNESS TYPE

DECK SPAN DIRECTION T/SLAB AT SLAB−ON−DECK FOOTING TYPE

PILASTER TYPE

TOP OF FOOTING ELEVATION SLAB TYPE

SLAB THICKNESS TYPE

TOP OF FOOTING ELEVATION 20K3X.XXA XXX’−XX" SOGXXA XXX’−XX" BEN JAM IN T AL PO S R ev isi on s 06 -1 1-13

DRAKE, LANGE & WESSEL ENGINEERING

1000 E. IVINSON STREET

LARAMIE, WYOMING PH: (307) 555-4321

4/3 0/2 015 6: 04: 24 PM H :\Pe rson al\G atewa y Ce nter _pdr ake2@ uwyo .edu .rvt Pr oj ec t Nu m be r

MARIAN

H.

ROCHELLE

GATEWAY

CENTER

100% CONSTRUCTION DESIGN

GENERAL NOTES

S0-1

SYMBOLS LEGEND

STRUCTURAL ISOMETRIC

STRUCTURAL DRAWING LIST

Sheet Name Sheet Number GENERAL NOTES S0-1

GENERAL NOTES S0-2 FIRST FLOOR FOUNDATION & FRAMING PLAN S1-0 SECOND FLOOR FRAMING PLAN S1-1 THIRD FLOOR FRAMING PLAN S1-2 ROOF FRAMING PLAN S1-3 PENTHOUSE ROOF FRAMING PLAN S1-4

1. DESIGN CRITERIA:

1A. THE GEOTECHNICAL REPORT PREPARED BY TERRACON, PROJECT 24125031, DATED

AUGUST 16, 2012, PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT.

2. FOOTINGS:

− PERFORMANCE BASED GEOPIER CONTACTOR SHALL DESIGN AND INSTALL A SUBGRADE

IMPROVEMENT SYSTEM CAPABLE OF PROVIDING A MINIMUM ALLOWABLE BEARING PRESSURE=3000 PSF UNDER THE ENTIRE BUILDING PAD, ALL ECTERIOR COLUMN LOCATIONS AND ALL SITE RETAINING WALLS − ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.5

− FROST DEPTH = 42 INCHES

3. FOUNDATION WALLS:

3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:

− ACTIVE CONDITION = [X] PCF − AT REST CONDITION = [X] PCF − PASSIVE CONDITION = [X] PCF

− LATERAL PRESSURE DUE TO SURCHARGE = [X] PSF

3B. WALL DESIGN BASED ON [IMPORTED GRANULAR BACKFILL] [ON−SITE CLAY BACKFILL] ADJACENT TO

FOUNDATION WALLS. [SEE GEOTECHNICAL REPORT FOR REQUIREMENTS.]

4. SITE RETAINING WALLS:

4A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:

− ACTIVE CONDITION = [X] PCF − AT REST CONDITION = [X] PCF − PASSIVE CONDITION = [X] PCF

− LATERAL PRESSURE DUE TO SURCHARGE = [X] PSF

− MAXIMUM FOOTING TOTAL LOAD SOIL BEARING PRESSURE = [X] PSF

− ULTIMATE COEFFICIENT OF FRICTION USED IN DESIGN TO RESIST LATERAL LOADS = [X]

4B. WALL DESIGN BASED ON [IMPORTED GRANULAR BACKFILL] [ON−SITE CLAY BACKFILL] ADJACENT TO

FOUNDATION WALLS. [SEE GEOTECHNICAL REPORT FOR REQUIREMENTS.]

1. CODES AND STANDARDS:

1A. GENERAL DESIGN

− INTERNATIONAL BUILDING CODE 2012

1B. LOADS

− ASCE/SEI 7−10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

− WHERE INDICATED ON DRAWINGS INDIVIDUAL LOAD COMPONENTS (D, Di, L, Lr, R, S, H, F, Fa, E, W, Wi, T) ARE AS DEFINED AND DETERMINED BY THE BUILDING CODES AND STANDARDS LISTED. LOAD

COMPONENTS SHALL BE COMBINED USING THE LOAD COMBINATIONS OF THE BUILDING CODE FOR SPECIALTY DESIGN BY OTHERS.

1C. CONCRETE

− ACI 301−05 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS − ACI 318−11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

1D. MASONRY

− ACI 530−11/ASCE 5−11: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES − ACI 530.1−11/ASCE 6−11: SPECIFICATION FOR MASONRY STRUCTURES

1E..STEEL

− ANSI/AISC 360−10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS LOAD AND RESISTANCE FACTOR DESIGN

2. SEISMIC LOADS

− SEISMIC DESIGN CATEGORY = B − OCCUPANCY CATEGORY =III − RISK CATEGORY = III

− EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.25

− MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= .23g − MAPPED SPECTRAL RESPONSE ACCELERATION, S1= .088g − DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = .153 − DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 .059 − SOIL SITE CLASS = D

− BASIC STRUCTURAL SYSTEM: BUILDING FRAME SYSTEMS

− STRUCTURAL SEISMIC LATERAL SYSTEM: ORDINARY REINFORCED CONCRETE SHEAR WALLS − RESPONSE MODIFICATION FACTOR, R = 3

− SEISMIC RESPONSE COEFFICIENT, Cs= .025 − SYSTEM OVERSTRENGTH FACTOR, V0 = 3

3. WIND LOADS

− OCCUPANCY CATEGORY = III − RISK CATEGORY = III

− WIND IMPORTANCE FACTOR, Iw = 1.0 − BASIC WIND SPEED = 120 MPH

− EXPOSURE CATEGORY = C

− INTERNAL PRESSURE COEFFICIENT, GCpi = +/− 0.18

4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS TO BE DETERMINED, AND DESIGNED BY THE CONTRACTOR

− PRESSURES LISTED BELOW ARE ULTIMATE BASED ON A 10 SF EFFECTIVE WIND AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR

 

− SEE WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM − TYPICAL WALL AREA INWARD PRESSURE = [X] PSF

− TYPICAL WALL AREA OUTWARD PRESSURE = [X] PSF − WALL CORNERS(OUTWARD) = [X] PSF

− TYPICAL ROOF AREA (OUTWARD) = [X] PSF

− ROOF SPECIAL ZONES (EAVES, RAKES, RIDGES AND CORNERS) (OUTWARD) = [X] PSF − PARAPETS (INWARD OR OUTWARD) = [X] PSF

− SCREEN WALLS (INWARD OR OUTWARD) = [X] PSF − TYPICAL NET UPLIFT FOR JOIST DESIGN = [X] PSF

5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:

− ROOF AND FLOOR (RIGID) DIAPHRAGM AND ORDINARY REINFORCED CONCRETE SHEAR WALLS

6. GRAVITY LOADS

6A. SEE GRAVITY LOADS TABLE

6B. DRIFTING, SLIDING AND UNBALANCED SNOW

− GROUND SNOW LOAD = 30 PSF − SNOW EXPOSURE FACTOR Ce = .9

− SNOW LOAD IMPORTANCE FACTOR Is = 1.1 − DESIGN FLAT ROOF SNOW LOAD Pf=30.0 PSF

7. FIRE RESISTANCE, CONDITIONS OF RESTRAINT:

7A. FOR DETERMINING FIRE−RESISTANCE RATINGS PER IBC SECTION 703, ALL STEEL FLOOR AND ROOF

CONSTRUCTION SUPPORTING CONCRETE SLABS IS ASSUMED TO BE RESTRAINED. ALL OTHER STEEL FRAMING IS ASSUMED TO BE [UNRESTRAINED].

7B. [JOIST U.L. REQUIREMENTS: DESIGN TENSION STRESS, JOIST DEPTH, JOIST SIZE, JOIST SPACING,

BRIDGING SIZE, AND BRIDGING SPACING SHALL CONFORM TO U.L. DESIGN [XXX] FOR A [X] HOUR FIRE RATING.]

8. [FUTURE ADDITIONS:]

6A. GRAVITY LOADS:

DEAD LOADS

ELEVATED FLOORS = 55+WEIGHT OF STRUCTURE PSF LIVE LOADS OFFICE = 50 PSF LOBBIES = 100 PSF CORRIDORS = 80 PSF ELEVATOR = 300 LB (CONCENTRATED) PARTITIONS = 15 PSF (ASCE 4.3.2) MECHANICAL = 150 PSF 1. GENERAL:

1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN

DRAWINGS OR PROJECT SPECIFICATIONS.

1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP−66: ACI DETAILING

MANUAL WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

2. REINFORCING MATERIALS:

2A. SEE REINFORCING MATERIALS TABLE 

3. REINFORCING FABRICATION:

3A. SPLICES:

− NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS

CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS [OR MECHANICAL CONNECTORS.]

 

− SEE LAP SPLICE SCHEDULE FOR LAP LENGTHS.

 

− SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS LTS UNLESS NOTED OTHERWISE.

− SPLICE TOP BARS AT MIDSPAN AND BOTTOM BARS OVER SUPPORT UNLESS NOTED OTHERWISE.

3B. MISCELLANEOUS REINFORCING REQUIREMENTS:

− PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT.



− MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR S SHOP UNLESS NOTED.

− NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION.

− PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS.

3C. [INCLUDE IN THE BID, THE COST FOR THE MATERIAL, FABRICATION AND PLACING OF [X] LINEAR

FEET OF [#X] REINFORCING BARS AND [X] LINEAR FEET OF [#X] REINFORCING BARS. THE

REINFORCING WILL BE ADDED TO THE SHOP DRAWINGS AND IN FIELD OBSERVATION REPORTS BY THE ENGINEER AS ADDED PER GENERAL NOTES. AN UP−TO−DATE TOTAL OF LINEAR FEET ADDED WILL BE MAINTAINED AND SUBSTANTIATED BY SHOP DRAWINGS AND FIELD OBSERVATION REPORTS.]

4. STRUCTURAL CONCRETE MIX REQUIREMENTS:

4A. SEE CONCRETE MIX TABLE [TO BE DETERMINED] 

5. SLAB−ON−GRADE:

5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB

FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING.

5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF

FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT.

6. PLACING REINFORCEMENT:

6A. REINFORCEMENT PROTECTION:

− SEE ACI 318−05 7.5 ACI 318−08 7.5 ACI 318−11 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS

− SEE ’CONCRETE COVER TABLE’ BELOW

6B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE

REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND

EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. STABBING INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.

7. CONSTRUCTION/CONTROL JOINTS:

7A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE

SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG−TERM SHORTENING/SHRINKAGE.

7B. CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE SHOWN ON THE DRAWINGS IS

SUGGESTED AND HAS BEEN ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG−TERM SHORTENING. SUBMIT DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE.

7C. CONSTRUCTION JOINTS IN [SLABS−ON−DECK,] SLABS−ON−GRADE, AND STRUCTURAL SLABS

SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY [, BUT SHALL NOT EXCEED 150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER].

7D. CONCRETE CONSTRUCTION JOINT SURFACE SHALL BE CLEANED AND ALL LAITANCE AND

LOOSE MATERIAL REMOVED PRIOR TO SECOND CONCRETE PLACEMENT.

7E. [SHEAR FRICTION JOINTS: WHERE CONSTRUCTION JOINTS ARE LABELED AS ROUGHENED ON THE

DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4 AMPLITUDE AND THOROUGHLY CLEANED. EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND REMOVE ALL LAITANCE AND LOOSE MATERIAL.]

7F. [INTENTIONALLY ROUGHENED CONSTRUCTION JOINTS: WHERE CONSTRUCTION JOINTS ARE

LABELED AS ROUGHENED ON THE DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4 AMPLITUDE AND THOROUGHLY CLEANED. EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND REMOVE ALL LAITANCE AND LOOSE MATERIAL.]

8. MEP AND OTHER OPENINGS AND EMBEDMENTS:

8A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL

PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT

PERMITTED.

8B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR

EMBEDDED CONDUIT AND PIPE.

1. CONNECTIONS:

1A. PROVIDE CONNECTIONS AS SHOWN IN THE STEEL BEAM CONNECTION SCHEDULES AND DETAILS  HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN.

2. WELDING REQUIREMENTS:

2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS.

QUALIFICATION TESTS.

2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16 FILLET, CONTINUOUS UNLESS OTHERWISE

NOTED.

2C.WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED.

INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.

2D.WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360−05 TABLES

J2.3 AND J2.4.

2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.

2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES.

3. COMPOSITE GRAVITY FRAMING:

3A. COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION (Rp = 0.6).

SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METAL DECK

AND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp = 0.75). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

4. STRUCTURAL STEEL INSTALLATION:

4A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TO

COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE SC OR OTHER TYPE FOLLOWED BY PT , SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360−05. OTHER HIGH−STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.

5. STEEL JOISTS:

5A. DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI)

STANDARD SPECIFICATIONS, LATEST EDITION.

5B. SIZE, TYPE, AND SPACING OF JOIST BRIDGING PER CURRENT SJI REQUIREMENTS. USE X BRIDGING AT  DISCONTINUOUS ENDS OF BRIDGING UNLESS OTHERWISE NOTED ON PLANS OR DETAILS.

5C. REFER TO PLANS, DETAILS, AND SPECIAL JOIST LOADING DIAGRAMS FOR ADDITIONAL JOIST DESIGN

REQUIREMENTS INCLUDING UNBALANCED, CONCENTRATED, AXIAL, AND UPLIFT LOADS.

5D. DESIGN JOISTS AND BRIDGING FOR NET UPLIFT FORCES INDICATED IN DESIGN CRITERIA.

6. METAL DECK:

6A. SEE METAL DECK SCHEDULE FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE. 

6B. QUALITY CONTROL AND QUALITY ASSURANCE FOR STEEL DECK INSTALLATION SHALL BE IN

ACCORDANCE WITH SDI QA/QC−2011, STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FOR THE INSTALLATION OF STEEL DECK AS MODIFIED BY TABLE C−1 CONTAINED IN THE COMMENTARY TO THAT STANDARD.

6C. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 AND

DIAPHRAGM DESIGN MANUAL, LATEST EDITIONS.

6D. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMIT

CONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES.

6E. [SCREED CONCRETE TO PROVIDE CONSTANT THICKNESS.]

6F. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILL IN

ACCORDANCE WITH TYPICAL DECK OPENING DETAILS.

6G. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALL

DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS.

6H. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS.

6I. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS, SPACING AND

ATTACHMENT.

7. STRUCTURAL COLD FORMED METAL FRAMING:

7A. REFER TO SCHEDULE FOR REQUIRED STUD MATERIAL GRADES AND SECTION PROPERTIES. REFER TO

DETAILS FOR CONNECTIONS AND OTHER REQUIREMENTS. 7B. REFER TO TABLE BELOW FOR METAL GAUGE CONVERSIONS.

METAL GAUGE CONVERSION

GAUGE MINIMUM THICKNESS 22 27 20 33 18 43 16 54 14 68 12 97 BEN JAM IN T AL PO S R ev isi on s 06 -1 1-13

DRAKE, LANGE & WESSEL ENGINEERING

1000 E. IVINSON STREET

LARAMIE, WYOMING PH: (307) 555-4321

4/3 0/2 015 6: 04: 24 PM H :\Pe rson al\G atewa y Ce nter _pdr ake2@ uwyo .edu .rvt Pr oj ec t Nu m be r

MARIAN

H.

ROCHELLE

GATEWAY

CENTER

100% CONSTRUCTION DESIGN

GENERAL NOTES

S0-2

3

4

H

I

2

C

F

A

L

6

AA

1

K

5

G

J

B

D

E

16' - 0" 24' - 0" 8' - 6" 16' - 0" 10' - 0" 20' - 0" 14' - 0" 11' - 4" 25' - 6" 22' - 0" 12' - 0" 26' - 0" 15' - 6" 12' - 6" 10' - 0" 21' - 0"

TYP AT EXT COL F5 99’ 8" 16' - 0" 7 S2-0 8 S2-0 F8 F8 F5 F8 SF 60 F5 F5 F5 F5 F5 F5 F5 F5 F5 F5 F7 F7 F5 F5 F5 F5 F5 F7 F7 F5 F5 F5 F5 F6 F5 F8 F6 F7 F7 F7 13 S2-0 SF 96 SF96 SF96 TYP AT INT COL

F7 ON GRADE

8' - 0"

8' - 0"

27' - 6 21/32"

FOUNDATION PLAN NOTES

SLABS−ON−GRADE:

1. SEE REFERENCE DETAIL KEY BELOW FOR TYPICAL REQUIREMENTS OF SLAB−ON−GRADE CONSTRUCTION.

2. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

FOOTINGS:

1. SEE REFERENCE DETAIL KEY BELOW FOR TYPICAL REQUIREMENTS OF FOOTING CONSTRUCTION.

2. TOP OF FOOTING ELEVATION (T.O.F.) = 96’−0", TYP U.N.O. 3. ALL FOOTINGS AND COLUMNS ARE CENTERED ON GRIDS

UNLESS DIMENSIONED OTHERWISE.

FOUNDATION WALLS:

1. SEE REFERENCE DETAIL KEY BELOW FOR TYPICAL REQUIREMENTS OF FOUNDATION WALL CONSTRUCTION. 2. TOP OF FOUNDATION WALL ELEVATION (T.O.W.) = 100’−0",

TYP U.N.O.

3. TOP OF PILASTER ELEVATION (T.O.C.) = 99’−4", TYP U.N.O. 4. COORDINATE ALL T.O.W. BLOCKOUTS AND DEPRESSIONS

W/ ARCHITECTURAL PLANS.

FOUNDATION LEGEND

SYMBOL DESCRIPTION

DECK TYPE

ABOVE DECK CONCRETE THICKNESS TYPE

DECK SPAN DIRECTION T/SLAB AT SLAB−ON−DECK

SLAB TYPE SLAB THICKNESS TYPE

TOP OF FOOTING ELEVATION 20K3X.XXA XXX’−XX" SOGXXA XXX’−XX"

KEY PLAN

A

BEN JAM IN T AL PO S R ev isi on s NORTH 06 -1 1-13

DRAKE, LANGE & WESSEL ENGINEERING

1000 E. IVINSON STREET

LARAMIE, WYOMING PH: (307) 555-4321

4/3 0/2 015 6: 04: 24 PM H :\Pe rson al\G atewa y Ce nter _pdr ake2@ uwyo .edu .rvt Pr oj ec t Nu m be r

MARIAN

H.

ROCHELLE

GATEWAY

CENTER

FIRST

FLOOR

FOUNDATION

&

FRAMING

PLAN

S1-0

1/8" = 1'-0" 1

FIRST FLOOR FOUNDATION & FRAMING PLAN

4" SOG 100’−0"

3

4

2

6

AA

1

5

7 S2-0 8 S2-0 W 18X50 13 S2-0 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W18X50 W24X76 W24X76 W24X76 W24X76 W 24X76 W 24X76 W 24X76 W 21X44 W 21X44 W24X76 W24X76 W24X76 W 24X76 W 21X44 W 21X44 W 24X76 W 24X76 W 24X76 W 21X44 W 24X76 W 24X76 W 24X76 W 21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W18X50 W18X50 W18X50 W18X50 W18X50 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W18X50 W18X50 W18X50 W18X50 W18X50 W18X50 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W18X50 W18X50 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W18X50 W18X50 W18X50 W21X44 W21X44 W 21X44 W 18X50 W18X50 W18X50 W24X76 W24X76 W 24X76 W 24X76 W 24X76 W 24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W24X76 W 24X76 W 24X76 W24X76 W 24X76 W21X44 W21X44 W 24X76 W 21X44 W21X44 W21X44 W24X76 W21X44 W21X44 W21X44 W 24X76 W14X22 W14X22 _W14X22 W21X44 W21X44 W21X44 W21X44 W21X44 1' - 4 1/4" 20' - 0" 14' - 0" 11' - 4" 25' - 6" 22' - 0" 12' - 0" 26' - 0" 15' - 6" 12' - 6" 10' - 0" 21' - 0" 10' - 0" 16' - 0" 8' - 6" 24' - 0" 16' - 0" 1' - 0 5/16" 0' - 5 19/32" 3' - 10 3/ 32" 1' - 6 13/ 16" 8' - 9" 5' - 3" 5' - 3"

STEEL FRAMING PLAN NOTES

BEAMS:

1. SEE PLAN FOR TOP OF STEEL ELEVATION (T.O.S.).

2. BEAMS ARE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDER UNLESS DIMENSIONS OTHERWISE.

3. DIMENSIONS ARE TO CENTERLINE OF MEMBER UNLESS NOTED OTHERWISE. CHANNELS ARE DIMENSIONED TO FACE OF HEEL SIDE.

COLUMNS:

1. ALL COLUMNS CENTERED ON THE INTERSECTION OF GRIDLINES UNLESS DIMENSIONED OTHERWISE.

JOISTS:

1. JOISTS ARE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTHERWISE.

2. JOIST BEARING SEATS SHALL HAVE THE FOLLOWING DEPTH UNLESS NOTED OTHERWISE:

− ’K’ SERIES = 3"

METAL DECK:

1. WHERE BEAMS SUPPORT DECK DIRECTLY TOP OF STEEL

ELEVATION IS AT BOTTOM OF DECK UNLESS NOTED OTHERWISE. 2. WHERE BEAMS SUPPORT JOISTS TOP OF STEEL IS AT JOIST

BEARING UNLESS NOTED OTHERWISE.

3. TOS ELEVATION = BOTTOM OF DECK UNO. MEMBERS SPANNING BETWEEN OR PERPENDICULAR TO LABELED ELEVATIONS

(SLOPED MEMBERS) SHALL FOLLOW THE DECK PLANE

ESTABLISHED BETWEEN MEMEBER WITH MARKED ELEVATIONS. 4. NOT ALL OPENINGS IN METAL DECK FLOOR SLABS & ROOFS ARE

SHOWN ON PLAN. SEE ARCH & MEP DRAWINGS FOR SIZE, LOCATION & QUANTITY OF OPENINGS NOT SHOWN.

FRAMING PLAN LEGEND

DECK TYPE

ABOVE DECK CONCRETE THICKNESS TYPE

DECK SPAN DIRECTION T/SLAB AT SLAB−ON−DECK 20K3X.XXA XXX’−XX" SYMBOL DESCRIPTION

KEY PLAN

A

BEN JAM IN T AL PO S R ev isi on s NORTH 06 -1 1-13

DRAKE, LANGE & WESSEL ENGINEERING

1000 E. IVINSON STREET

LARAMIE, WYOMING PH: (307) 555-4321

4/3 0/2 015 6: 04: 30 PM H :\Pe rson al\G atewa y Ce nter _pdr ake2@ uwyo .edu .rvt Pr oj ec t Nu m be r

MARIAN

H.

ROCHELLE

GATEWAY

CENTER

SECOND

FLOOR

FRAMING

PLAN

S1-1

1/8" = 1'-0" 2 SECOND LEVEL 4" S O D 11 5’ −0 "

3

4

2

6

AA

1

5

7 S2-0 8 S2-0 W21X44 W18X50 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W24X76 W 18X50 W 18X50 W 18X50 W 21X44 W 24X76 W 21X44 W 21X44 W 21X44 W 21X44 W 21X44 W 21X44 W 21X44 W 21X44 W 21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W 18X50 W 18X50 W 18X50 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W 21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W21X44 W18X50 W18X50 W18X50 W21X44 W21X44 W 21X44 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W 24X76 W 24X76 W 24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 24X76 W21X44 W24X76 W24X76 W21X44 W21X44 W21X44 W 24X76 W 24X76 W12X26 W12X26 W24X76 W 24X76 W 24X76 W 24X76 W 24X76 W 21X44 W21X44 W 21X44 W21X44 W21X44 W21X44 W21X44 W24X76 W21X44 W21X44 13 S2-0 5' - 3" 5' - 3" 5' - 3" 5' - 3" 10' - 0" 16' - 0" 8' - 6" 24' - 0" 16' - 0" 8' - 9" 3' - 10 3 /8" 10' - 9 27/32" 3' - 0 13/ 16" 12' - 0 13/32" 1' - 4 1/4" 1' - 0 5/16"

STEEL FRAMING PLAN NOTES

BEAMS:

1. SEE PLAN FOR TOP OF STEEL ELEVATION (T.O.S.).

2. BEAMS ARE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDER UNLESS DIMENSIONS OTHERWISE.

3. DIMENSIONS ARE TO CENTERLINE OF MEMBER UNLESS NOTED OTHERWISE. CHANNELS ARE DIMENSIONED TO FACE OF HEEL SIDE.

COLUMNS:

1. ALL COLUMNS CENTERED ON THE INTERSECTION OF GRIDLINES UNLESS DIMENSIONED OTHERWISE.

JOISTS:

1. JOISTS ARE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTHERWISE.

2. JOIST BEARING SEATS SHALL HAVE THE FOLLOWING DEPTH UNLESS NOTED OTHERWISE:

− ’K’ SERIES = 3"

METAL DECK:

1. WHERE BEAMS SUPPORT DECK DIRECTLY TOP OF STEEL

ELEVATION IS AT BOTTOM OF DECK UNLESS NOTED OTHERWISE. 2. WHERE BEAMS SUPPORT JOISTS TOP OF STEEL IS AT JOIST

BEARING UNLESS NOTED OTHERWISE.

3. TOS ELEVATION = BOTTOM OF DECK UNO. MEMBERS SPANNING BETWEEN OR PERPENDICULAR TO LABELED ELEVATIONS

(SLOPED MEMBERS) SHALL FOLLOW THE DECK PLANE

ESTABLISHED BETWEEN MEMEBER WITH MARKED ELEVATIONS. 4. NOT ALL OPENINGS IN METAL DECK FLOOR SLABS & ROOFS ARE

SHOWN ON PLAN. SEE ARCH & MEP DRAWINGS FOR SIZE, LOCATION & QUANTITY OF OPENINGS NOT SHOWN.

FRAMING PLAN LEGEND

DECK TYPE

ABOVE DECK CONCRETE THICKNESS TYPE

DECK SPAN DIRECTION T/SLAB AT SLAB−ON−DECK 20K3X.XXA XXX’−XX" SYMBOL DESCRIPTION

KEY PLAN

A

BEN JAM IN T AL PO S R ev isi on s NORTH 06 -1 1-13

DRAKE, LANGE & WESSEL ENGINEERING

1000 E. IVINSON STREET

LARAMIE, WYOMING PH: (307) 555-4321

4/3 0/2 015 6: 04: 36 PM H :\Pe rson al\G atewa y Ce nter _pdr ake2@ uwyo .edu .rvt Pr oj ec t Nu m be r

MARIAN

H.

ROCHELLE

GATEWAY

CENTER

THIRD

FLOOR

FRAMING

PLAN

S1-2

1/8" = 1'-0"

2 THIRD LEVEL FRAMING PLAN

4" S O D 13 0’ −0"