ENGINEERING STUDY OF ATOMIC BLAIRESISTANT DESIGN FOR

SEVERAL, DIFFERENT BUILDING TYPE

CAi Ct (f A tip, ~U ~

A REPORT SUBMITTED - /TO

THE OFFICE OF TrHE CHIEF OF ENGINEERS

DEPARTMENT OF THE ARMY

UNDER

CONTRACT DA 49-129-ENG .17

AMMANN & WHITNEYCONSULTING ENGINEERS

oQ OW5A311$__MAR 1960NA

CONTOTS

CHAFM' 1 INTODUCTIONp.. **.. . . . . * *... . .*.*..e * 1.1

1.1 Objectvu.o.**O........ 66860*000 S0O***O@1.

1.2 Design Mlat Izads..... *.....*0*..*.**e*** 1.2

1.3 Design Procedure... o.............0...00.00.0 1.2

1.4~ MaterimA3. an Stresses,.... o................ 1.3

3. .5 Radiation 1fet. .... ........ .4l

CRAFTER 2 - DESCRIPTION OF STRUCTuRZS.o........... .*. 2.0,

2.1 Itm No. 1 - Adinistration Building 0 o

2.1.1 General.... ........ ...... 2.1

2.1.2 ExistingBidn..... .. 2.1

2.1.3 Blast Resistant Design**eoee**..6090060606 2.1

2.2 Item No. 2 - Coinunication Buiilding2.

2. 2.3 Blast Resistant Deaign...................... 2.6

2.3 Item No. 3 - Warehouse (10,20.30 pgi)*...0. 2.*10

2.3.1 Crnrl.........ge.g~gge.e2.10

20. *2 Existing 3uil......... eg.. ...... .. 0 .0~ 2 0 .0211

2.3.3 Bla-st Resistant Deuign...............60906.9 2.11

2.4~ Items No. 4~ - Earth Covered, Concrete Igloo(25, 50, 100, 2 0 0 psi) ... .......... * 2.16

2.4. Geral......oo ..... .90000000*0000 002.16

i

2.4.3 M~ast Resistant Deuigm.o.........e........ 2.26

2.5 ltm No,, 5 - Earth Covered, Concrete 2.21

Restangular 1,25, 5o, 100, 200pi)....

2.%.2 Blat Reistant Dsgn...................... 2.22

2.6 Item No. 6 Earth Covered, Concrete Doublea A. Ar (,ocpi......... . 2.27

2.692 Mlat Resistant Design....O................. 1.27

2.7 Itm No. 7 - Earth Covereds Concoete Dows(50, 100, 200 pol).o..o... ........... 2.29

2.7. 04meralo........e ... .. oe*.**.**.e...ooo... 2.29

2.7.02 Blast Resistant DesignO900.................. 2.30

2.8 Itin No. 8 - Buried Concrete Reetanplart(50p 100# 200 ps)...;........ 2230

2.8.2 Blast Resistant Des p...""6040090000000000. 2.34~

2o9 Item No. 9 - Buried Concrete Double Barrel

2.9.2 Blast Resistant )sin.......... 2.38

2.10 Itm No. 10 - Buried Concrete Doug(509 100,200 ps)...........0.O...... 0 2.4o

2.10.1 Geea. ...... ..... c..... 2.4I.o

2.10.2 Mlast Resistant Deign...o.oooe........... 2.I40

2.11. Item No. U - Burled Concrete Igloo *.. 2W

(50* 00# 00 piio.060*09*66 4

1 2.11.1 Oeeral.................................,. 2.L142.11.2 Blast Resistant Design.................... 2.LL

CHAPTER 3 - COST OF STRUCTURJE ...... ......... ..... 3.1

3.1 eneral... .......... • • ••• .. • • • •• •• • 3.1

3.2 Standard Struct3.e.......................... 5

3.3 Non-Standard Strutare..., ... ........... 3.6

APPENDIX A - COST ESTIMATE EEAJDOWN ..................... A.1.1

A.1 Adatistratlon Building.................. A.l

A.2 Communications Building................... A.2.1

A.3 Warehouse..... ..... ............. ........... A.3.1

A.L Earth Covered Concrete Igloo ................ A.I.1

A.5 Earth Covered, Concrete RectangtUr ......... A.5.1

A.6 Earth Covered, Concrete Double Barrel Arch.. A.6.1

A.7 Earth Covered, Concrete Dome............... A.7.1

A.8 Buried, Concrete Rectangular ................ A.8.1

A.9 Buried, Concrete Double Barrel Arch........ A.9.1

A.1O Buried, Concrete Dome ............ A.1O.1

A.11 Buried, Concrete Igloo..................... . A.1I.1

APPEZ3IX B - TRANSONIC PRE SURES ON FARTH COVERED STRUCTURES B.1

B.1 Introduction.... .......... ....... o. ... .. B.1

3.2 General Features of the Flow ........... ..... B.3

B.3 Method of Computation of Pressure inthe Transonic Range ..... .............. ,. B.8

B.3.1 Cases in Aich the Initial low isSupersonic .. . ............. ............... . 3 .5

3.3., Caso ( wbich the inltial now is

swer.1.6

3.4 Numerical Results for the Given Caes......... B.17

3.5 Remirks ConcerninE Pone or Conical ShapedStructures,. ........ ............ ,..... B. 21

APPfIIX C - RADIATION ATTENUATION CRITERIA FOR SHELTERSAND P" -SURE CRITERIA FOR ERTRAXM ........... C. .

C.2 Radilation Attenuatiton Ort~ a........ C.1

C.1.1 0eral ...... ... ... ... ..... ......... C.1C.1.2 ft t ancemyv.. . . . . . . . . ........ . . C91 . ...........

C.2 Presure Lriteria for Zntrances... ........... C.3

APPMTND D - DYKAMIC 8EMHA';IrR OF FOUNDATION ELEMENTS .... .... D.l

D.1 In'-oduetion ....... . .. ..... .. ........... D.

D.2 Proposed 5elutien ........................... D.4

IPPENDIX E -ROCEME FOR DESIGN' IF 6HKAR WALL $TRC'U¢R,

E.I Design rocedure for Shear 'fall Structurie.... E.l

APDIX rFDESION CRITERIA FOR ARCM AND DOS........... F.1

F.1 rch s.. ... .... ... ... .... ... .... ... .. F.1

F.2 Foine....................... .... .... 7.2

APPEIX 0 - CHANGO3 IN DEST3N OONCKETS SUBSECMEIT T THISDESIGN STUDY ..................... •..... .... 0.1

0.1 General .... ... , .. . . ..... ... . .. . . .l .

0.2 Revised Shear Wall C~aly.......... G.l

0.3 Revised 3lastParameters.................... G.3

G.4 Ground Shock 11frect..*.. . ...... *... ........ G.3

0.5 Revised !11aronal Tension Criter.a............

iv

0.7 Raiaions for 3uried Arch Desivg.......0*000 0.4

0.8 Revised Preesurse irt Below Orotm Ytntranes..% 0.5

APPWNIX N D::IGH DRAWflJCO ARCHflCTURA & STh. CTVRJAL

V

LLUSTRAT IONS

CRAPTE 2 - DESCRIPTION OF STRUCTURES

2.1 Administration BuijAing - 10 pe±............ 2.2

2.2 Admistration RaildiMa - 20 pai.......,.... 2j

2.3 Adminatration Building - 30 poi............. 2.4

2.4 Commications Building - 10 o4i....,........ 2.7

2.5 Communications Building - 20 pai............. 2.8

2.6 Comeunications Building - 30 pui............. 2.9

2.7 Warehouse -10 pai........................... 2.12

2.8 Warehouse - 2 0 psi ........................... 2.13

2.9 Warehose - 30 pei........................... 2.14

2.10 Earth Covered Concrete-Igloo Magasine-25 pal. 2.17

2.11 Earth Covered Concrete-Igloo Magaine-50 psi. 2.18

2.12 Eerth Covered Concrete-lgloo Magasins-l00 psi 2.19

2.13 Earth Covered Concrete-Igloo Magasine-200 psi 2.20

2.14 Earth Covered Rectangular - 25 pei........... 2.23

2.15 Earth Cevered Rectangular - 50 !w1...,....... 2.24

2.16 Earth Covcred RecAnclilar -100 pi.......... 2.25

2.17 Earth Covered Rectangular -200 p s...,....... 2.26

2.18 Earth Covered Double Barrel Arch- 50 psi.,.. 2.28

2.19 Earth Covered Dome - 50 nie.................. 2.31

2.20 Rarth Covered Dome -100 pel.................. 2.32

2.21 Earth Covered Dome -200 osi.................. 2.33

2.22 Buried Rectangular - 50 iei................. 2.3

2.23 Buried Rectangular - 100 rei................. 2o36

2.24 Buried Rectangular - 200 psi................. 2.37

Ti

2.25 aried Double Barrel Arch - 50 pe..........., 2. 9

2.26 b'ed ".ome - . . . 2.L1

2.27 Brtried Dom, - 100 pa......................... 2.L2

2.23 Buried eore ,200 r~s . *. **. *.............. 2.L3

2.29 Drid Conrete Igloo - 50 ... ............... 2-L5

II 2.31 ried Concree IEoo - 200 ... 2.47

vii

CHAPTER 3 COST OF. STRUCTJP.E

3.1 Unit Cost of Hardening Above O-ound ConventionalType Buildings (Personnel 'Shelter IMochan.caland Electrical Costs Not IncluedS................ 3.7.

3.2 Unit Costs of PRrdenrng Above )rnund ConventionalTyoe Buildinrs (Mast Variable Structural IteMOnly-Personrpl Shelter, Mechanical. and ElectricalCosts Not Included).......................... *..... 3.8

3.3 7'nit Costs for Hard Mounded rr-n Shellow BuriedStructures (Fntranceways, Meh&anical and ElectricalCrsats Not Included)....... ..................... .. 3.10

3.4 Unit Costs for Hard Mounde 4 one Shallow PuriedStructures (Olast Vpriable Structural Items Only-Fntrancewavs Not Included) ................ 4.000.. .11

3.5 Unit Costs for Hard tMoureed ard 3khullc' BuriedStructures Inclueing Entranceways as Shown (Me-chanical and Flectricl Cost Not Included)........ 3.12

APPENDIX B TRANSONIC PPESSURE ON ABOVE-GROUND EARTH

COVERED STRUCT JPES

B.1 Above-Oround Earth Covered Structures............. B.2

B.2 Supersonic Flow ..... . ................ ......... ... B.A

3.3 Maxisus Deflection Angle For Nhieh The Shock WaveWill Rmain Attached .................. . ........ 3.6

3.4 Transonic Flow (Mo> 1)............... B.6

B.5 Transonic Flow (Mo< 1) ................... ........ B.7

3.6 Definition of X an C........................ B.l

B.7 Typical Wedge Profile ........................... B.ll

B.0 Ratio of Supersonic Stsanetion Pre-sure to FreeStream Pressure Va. Mach Number.B................ 3.9

B.9 Stagration Pressure Ratio Across A Normal PlaneShock (psia) ..................................... 8.10

B.10 Deflection Angle Required to wxnand To A OivenMa ch Numb er .. .. . . a.. 00... . .. . .. .. .. .... ... 3 .14

B.11 Ratio of Static Pre-sure, p, to Tntal Preqsure,pt, vs. Mach Number, M .......... ........... B.15

B.12 Fteady State Pressure for tho StructLres in Fig.B. ........... *.............. ... .......... .... .*., B.l

3.13 Comarison of W'edge Method with Equivalent CircleMethod Pres3.- 25 psiF............................ 9.19

3.1L Coparison of Wedge Method with Zquivalont CircleMethod Press.- 200 osig ....... ........ ... ....... 9 .20

APPF2DIX C RADIATION ATTENIUATION CRITSIA FOR SEE.LT1RS ANDPFRF: URE CRITERIA FOR ENT-?A:C2.s

C.1 Ass uned Radiation Paths for flctermination ofReqiired Shielding.............................. C.2

APPENDIX D DYNAMIC BEHAVIOR O FOUNDATION L -XNTS

D.1 Typical Buried Structure With IndividualFootings. ................ 0.. ..... *..........0... . 0 D.2

D.2 Stress Area Below Ivolated Square Footings...... D.2

D.3 Schematic Pepresentation of rarth Wedge BelowFooting ............. ..... ..... 0.....0.......0.... D,.3

APPENDIX 0 CHANGES IN DESI,3N CNBSECNT TO DESIGNSTUDY

0.1 Comparison of Ult.mate Res stance of Shear Wallsas Calculated fron Theoretical :,quations ofPreliminary and Current Draft of '.of E. Manual G.2

TABLES

CHAPTER 3 COST OF STRUCTURES

3.1 Total Cost Estimate Surnary-Items 1 through l1.. 3.2

3.2 Total and Unit Cost Estimate Surmary-Items 1through 3 •..........••••.............*. 3.3

3.3 Total and Unit Cost Estimate Sufvary - Items 4through 11 ............. . ........... ... .... .... 3.4

3.L Percent Increase of the Main Structure Cost byThe Addition of Personnel Shelters .............. 3.5

:Lx

APPM~IZ D TRANSONIC PRESSURES ON ABOVE GROUND EARTH COVERED

STRUCTURES

Sol. Shook Wave Ch,~racteristics ,25 puig to 200 paig. B.3

Bog Prsu2*1 f or Q 26.6*.............. B.12

C CHAPTER 1 - INTRtUUCTION

1.1 OBJECTIES

This report m riaes the results of an enginering study

of several building trpes to determine (a) the praticabili

f of design for stonic blast resistance, (b) the estimated cca-struction cost for a ranege of blast pressure iadings and a

ooarion of costs with conventional construoticn, and (c)

the estimated additional cost of provlding personnel shelter

The blast resistant designs and construction cost esti-

mates have been prepared for the following building tpes and

peak Incident blast pressure@.

(Standard Struatwes1. Adminitration Building, Two Story for 10, 20 and 30 psi.

2. Cviwdcations Building for 10, 20 nd 30 psi.

3. Warehouse for 10, 20 and 30 psi.

Nonstandard Structares, Osneral Purpose

h. Concrete Igloo for 25, 50 100 and 200 psi.

5. Earth Covered, Concrete Rectangular,

hO' 80'j for 25, 50, 100 and 200 psi.

6. Earth Covered, Concrete Double Barrel Arch,

sO' x 80' usable floor area, for 50 psi.

7. Earth Covered, Concrete Dous,

25' diamter for 50. 100 end 200 psi.

(1o1

/,

8. Burieds Concrete Rectangular,

40' x 80", for 50, 100 and 200 psi.

9. Buried* Concrete Double Barrel Arah,

401x 80' unable floor area, for £0 pai

10. Buried# Concrete Dome,

25' diameter, for 50, 100 and 200 psi.

11. Burieds Concrete Igloos

26'-10" z 601-8" for 50, 100 and 200 psi.

1.2 DESIGN LAST DlAD

7be blast loadings on the structures are based upon the

peak incident pressures listed in Section 1.1. All calculations

relative to the blast loadings, except as zoted, are based upon

the prelimimry draft of the Corps of Engineers Manual FM1iiO-

34S-413, "De3ign of Struotures to Resist the Effects of Atoui

Weapons (hereinafter referred to as the C of E Manual) -

Weapons Effects Data". The assumd duretions of the incident

bi, st pressure waves are as follows:

Peak incident presaurepsi 10 20 25 30 50 100 200

Duration of positivepressure, sec. 1.55 1.21 1.12 1.05 0.85 0.64 O.43(C of E Manual)

1.3 DESIGN FPROCEDURE

The design procedure end methods used, unless otherwise

noted, are in accordance with the C of E Manual, E1110-345-13

thru 421.

1.2

Roof and exposed floor slabs, walls, columns, footings

and above ground earth covered arches are designed for plastic

deformation under the design blast load. Above ground earth

Govered domes, buried arches, buried domes, blast doors and

esoape hatch doors are designed for maximum elastic deforms-

tion under design blast load.

The blast loads on walls of buried structures was taken

an equal to the pressure at the ground surface (prescribed by

OCE). On above ground earth covered structures, the pressures

on the earth cover were first computed then tha losds = the

structure were found by using a "Mohr's Circle" Solution an-

aiming a soil friction angle of 20 degrees.

I.h MA7 RIA1S AM S7SSFS

The deslgs are based upon the following specifications

and design stresses:

1. Reinforcing Bars: Intermediate grade in accordance

with A.S.T.M. Specification Designation A305-56T

and with Federal Specification QQ-B-71a. Yield point

stress - i7,5OO psi, increased approximately 10%

to acount for rapid rates of strain for moat caaes.

2. Structural Steel: A.S.T.M. EpecificatIon Designation

A7-56T and Federal Specification Cq-5-7hl. Yield

stress - 38,000 psi (corresponlmng to standard A.S.T.M.

rate of loadiig) increased approximately 12.5% to

account for rapid rates of strain for mst cases.

1.3

3. Concretes f' Increased 30% -to account for rapid

rates of strain for most cases.

4. Foundation Bearing Pressures 4 Tns/eq.ft., rated capacity(prescribed by OCE) 8 " " ultimte capacity

1.5 RADATIoN EFEC TS

Conmutationa rolative to the radiation le-el are based upon

"Capabilities of Atomic Weapons" - Department of Defense Manual

IM 23-2WC, June 1955, (seeret). Neutron attenuation data was

based upon " Informal AFS Data",, March 1955. The required

nuclear radiation protection, resoribed by the OCE, for the

Non Standard Type Struotures, Igloo and shelters of the Standard

Ty-)e Structures was that the total game and neutron dosage be

attenuated to 50 roetgene for the following weapons at ae

position producing a peak blast pressure equal to the design

incident pressures

Pressure lewl, psi ...... .... 10 20 25 30 50 100 200

Yield (KT).................. 20 20 P0 ?0 100 200 500

1.6 ITEms w.1T I ITD Tx STTy

The following features were not included in this study

and would be determirud to suit the %.se renuirements: - (1)

ueohnical equipment, including blast valves, chemical filters,

and cooling water facilities, such as cooling towere, spray

ponds or vells; (2) electrical equipment, (3) air locks end de-

contamination facilitienj (h) button-up provisions; (5) dra-

tion of shelter occupancy, (6) standby equipment.

The drawings prepared under this contract (see Appendix H)

are intended to depict the results of the design studies only. They

are not standard drawings and are not intended to represent

reemmended designs. However they can be used for planning piurpoees

and as the basis for development of required designs.

In the design of the exposed above ground structures

the thicknesses of the walls and roofs wore determined by blast

resistance requirements only and therefore in some cases will not

arovide adequate shielding for fallout radiation. However, the

earth covered and buried structures and the shelter areas in the

exnosed above ground structures have been designed to protect

against the initial nuclear radiation as noted on the drawings

and therefore afford adequate shielding from fallout radiation.

The orovision of adequate thickness in the walls and roofs of the

Administration, Communication and Warehouse buildings to provide

the required shielding from fallout radiation will require

additional analysis which was not included in this contract.

1.5

CHAPTER 2 - DESCRIPTIGN OF STRUCURAE

2.1 ITEM NO. 1 - MINISATION BUILNG - NO S Tr(l0 20, 30 Psi)

2.1.1 General

The design of the Adminitration Building as shown on

the Annarm & Whitney Drawings No. 60-16-01 is adapted from

drawing No. 30-02-02, sheet 1 of 27 through 27 of 27, entitled

"Westover Air Force Bass, Chicopee Falls, Hassachusettsj Wing

Headquarters Building, Corps of EZgineers, U.S. Arm, Office

of the Division Engineer, Now England Division, Boston#

Nassachusetts."

2.1.2 Existing Building

The exterior dimensions of the main wing of the existing

two story building are 208'-6" x 651-0". The smller wing has

exterior dimensions of 95'-0" x 49'-0". The exterior valls

are constructod of 12" concrete block. The roof and floor

systems are wood 8upported on wood joists which frame into

steel girders. The minimum vertical clear distance ie 9'-1O-7/8"

and 0'-3 1/2" for the first and second floors respectively.

The ground floor slab is reinforoed concrete on grade. There

is a baseament under the smaller wing containing the boiler

rooms# storaie spsce and other miscellaneous areas.

2.1.*3 Blast Rleuitant Design t'!;. 1.1 - 1.3)

lbe proposed Blast Reaist-ct Administration Building is

a reinforced concrete, wrdowless structura with both utility

2,J

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2.4

and blast doors at aU exterior openings. The clear disa-

siaon have been maintained essentially the me as those of

the Westover Air Force Base structure.

The roof and floor systems are of beam and 8Lib con-

struction. The exterior wall panels a:.. one way slabs span-

nint vertically between the floor levels. The roof and floor

slabs are lesigned as deep beans to carru the wall panel blast

loads. The concrete walls are utilized as sham walls to

tranmit the translational loads from the roof and floor slabs

to the foundation. It was neceaary to add an interior abear

wall at oolum line 6.

A buried pcrsonnel shelter, for radiation and fallout

protectionp with a oapecity of appraxmately 170 people (based

upon 10 sq. ft. of floor area per person) is provided adjacent

to the bcaement area. The earth co er over the shelter Is

controlled by radiation requiresnts.

The roof, walls, coluns and footings are designed for

plastic deformation* Blast doors are designed for msxium

elastic deformation.

2.2 ITE! NOC. 2 - COMUNICATIONS BUILDING (10, 20, 30 PSI)

2.2.1 General

The design of the Commncations Building as hevn on

Armwnn & Whituey Drwinrs No. 60-02-56 is adapted from drawings

No. 38-0-M0 Shoeet I to 9 of 9 sheets, entitled "McOuire Air

Force Base, Wrightstovn# New Jer eoyj Bae Comanication Conter,

2.5

Corps of Engineers, U. S. Arrp, Office of the District Engineer,

Philadelphia, Pennsylvania, (9 December 1952)".

2.2,2 _ixiting Building

The interior dimensions of the main wing of the existing

buWlding are 177'-6" x 2S'-. (23#1 in office are#). The

maller wing of the building contains the garaLe (2Ot1O,, x

22t-0"), the heat exchange room (141-O" X 221-0") and the

mtor generator room (9'-10" x 1'61-01). The walls are concrete

block bearing walls. The roof system in a 2-1/2" concrete slab

resting on bar joists. The clear distance from top of finished

floor to bottom of finished ceailing is 10'-&'. The floor slab

rests upon a 6" cinder fill. Ecavation is not required except

for footins and the cable vault.

2.2.3 Blast Resistant Design (Fig. L.L - 1.6)

'fle proposed Blast Resistant Communication Building is a

reizf orced concre'es windowless strueture with both utility and

blast doors for all openin a. he clear dimensions have been

maintained essentially the same as t.iose of the M cGuire AFB

structure.

The roof of the main wing is of bea and slab onstruc.

tion. The slab is continuous over an interior icngitudinal

shallow beam supported b7 a row of columns alont the centerline

of the structure. IhA roof of the small wing is two way slab

construction. The rarage is not blast resistant,

2.6

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2.9

The wall panels of the main wing are designed as one

way slabs supported at the roof and floor slabs. The roof

and floor slabs are designed as deep beams to carry the wall

panel blast loads. The concrete walls are utilized as shear wa

walls to transmit the translational loads from theroof and

floor slabs to the foundation. It was mecessary to add an

interior shear wall in the Terminal Room for the 30 psi level

design.

A buried personnel shelter, for radiation and fallout

protection, with a canacity of aoprcaamately 30 nerbons (based

upon 10 sq. ft. of floor area oer person) is provided below

the Switchboard Room. Concrete thicknesses in the shelter

is controlled by the radiation requirements.

The.roof, walls, columns and footings are designed for

plastic deformations. Blast doors ar designed for maximum

elastic deformation.

2.1 IM NO. 3 - BAE cVPPLr WAREF97SE (10, 20, 30 PSI)

2.3.1 General

The design of the Base Supply Warehouse as shown on

Amann & Whitney Drawings No. 60-17-01 is adapted from the

following drawings entitled "Kessler Air Force Base, M1sSissipoi,

Base Supply Warehouse, Corps of Engineers# U.S. Army, Office

of the District &ngineer, Mobile, Alabama (October 8, 1953A

2."0

Drawing No. File No.

16-06-13 sheet 1 of 1 BIL - 180333-02-02 " 1 of 5 " -180%

" 2 of 5 " 1805S3 of 5 " -1806

4 of 5 " 1807" 5 of 5 " 1808

7"-03-10 " 1ofI " 1809

2.3.2 Existing Building

The interior dimensions of the Keesler AFB warehouse

(Warehouse "F") are 62'-.4" x 237'-4". he walls are concrete

,lock. Roof joists spen 21'-0" betveev longitudinal concrete

bewms which are supported by concrete coluns 31'-0" on centers.

The roof sstem as shown on the abc'e draewings, may be either

precast concrete joists cr bar joists. The vertical clearance

to the longitudinal concrete bees carrying the joists in

12'-8" ror the precast system and 13'-9" for the bar joists

system. The floor slab rests on fill and is 4'-0" above grade.

The exiAsting building is divided into two areas by a 12" brick

fire wal.

2.3.3 Blast Resistant Design (Fig. 1.7 - 1.9)

The proposed Blast Resistant Warehouse is a reinforced

concrete, windowless structure with both utiliV and blast

doors for all openings. The clear dimensions have been main-

taimed essentially the some as those of the Keesler An

structure. The mintmu vertical clearance (12t-8" to bottom

of transverse beam) is the same es used at Keesler AFB.

2.11

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T roof Is of beam and slab construction, utilizing

shallow beams to miize the overall building height and the

vertioal apan of the walls. 7he roof beams are restrained

at the walls by pilasters of the same cross sectional difflen-

sions as #be beams. 7Ie front and rear wall panels are de-

signed as two-way slabs supported at the pilasters and the

floor and roof slabs. The end walls span vertically between

the roof and floor slabs. The roof find floor slabs are de-

signed as deep beams to carry the wall panel blast loads. The

concrete walls are utilized a3 shear walls to tranamit the

translational loads from the roof and floor slabs to the

foundation. One interior shear wall (at column line 10) was

used for the 10 and 20 psi desiens, and two interior shear

vls (at column lines 7 and 12) vere used for the 30 psi

design.

A buried pcrsonnel shelter, for radiation and fallout

protection, with a capacity of opproxirately 10 persons (based

upon 10 sq, ft. of floor orea per person) in provided below

the floor slab adjacent to the office area. The concrete

thicknesses in the shelter area is controlled by the radiation

requirements,

71w roof, walls, colur.n-s and footin s are designed for

plastic deformation. Blast doors are desiLned for maximum

elastic deformation.

2.15

2 ITEM NO. I, -4 ..,H Cw PZD CC')Pr' TL O !'tCA7I!7Z,. (25., 500,

2.4.1 General

1he design of the earth covered concrete Igloo as shown

on Aiann & Uhitney Drawing No. 60-17-02 is adapted frou draving

1o. 33-15-06# Sheet 1 to 7 of 7 sheets entitled "Magazines,

Noun ed Concrete Igloo, "Departmnt of the ArW, Office of the

-,Aef of Eagineers, Military Construction EaineerM Division,

-,shinLton, D.C. (1 August 1951).

2..2 e.ting Building

7u interior floor ditnuions of the existing building

are 0-8" x 26'.6. 7he arch thickne" varies from 6" at the

crown to 11-40 at the floor levelg "%e arch in tied by tie

beams beneath the floor slab. Me floor slab which is on a 6"

gravel fillq is 2'1-0 to 1'-6" Pbove the 6'-0" wide

footin a. Access to the building it by way of double steel

doors at the end vail. Abo e the crown, the arch is covered

with 2'-0" of earth which slopes to grade around the perimeter.

2..3 Blast Resistant Design (Fig. 1.10 - 1.13)

The proposed structures is a reinforced concrete arch

with the same interior floor dimensions as the existing type

structure. The distance between the top of the floor slab

and the arch intrados at the crown 12'-9" (intrados radius -

13'-5"). The top of the floor slab is at grade. The arch

thicknesses are 8, i, 22 and 28 inches for the 25, 50, 100

2q16

I 'I

ji l 1i/,.Izrii,

iII' !

fr ' - ,

\ IA.

I'

III.

II

twxt

I. b 1 f...... ...

*' ' . I.

.-w

2.18

I 'i I a I

,* 11II I' " i{ - "

* i li ;

ii I "

II

I.I

li H "'"itt ijLI

j ,hh1'l - h . ..11 1

-- /k Fit

apLa

l,----------- ..--- ] F = -'---- "

'Ii

,,I, """,'[1.

I.v1

2 .20

and ?00 psi pressure levels respecti-.-ly. The arch is covered

with earth, as required for radiation protection, and may be

lowered if it is desired to balance cut and fil. Entrince to

the structure is by way of a T-shaped (in plan) corridor through

the earth cover. The entry is baffled for radiation require-

meats. A steel blast resistant door at the corridor, a con-

ventional door for ordinary use and an emergency exit re pro-

vided as shown on the drawines. The foundation, end walls and

entrancewa are desigmed for plastic deformation. The ash is

designed for a maximum side away at the crovn equal to 1/50 of

the radius. The blast door ard escape hatch door are desiowd

for maximum elastic deformation.

The bleat load over the entire section of the arh was

asamd as a uniform radial pressure plus an antisam trical

radial pressure as recm nded in the C of E Manual. 1be blast

load on the surface of the earth cover for the 50, 100 and 200

psi levels was computed by the method described in "Trnsonic

Pressures on Above-Ground Farth Covered Structur a", Appdix

B. The 25 psi level loading was computed in acoordance with

the C of E Manual. The prpssure on the surface of the structure

was then computed by use of the "Mohr's Circle Solution".

2.5 ITEM NO. 5 - ARTH CVEPE C" NC,'ET7YE PCT! ;1TLAR WTRUC1J7REU51 5 0, M,20 HI)

2.5.1 Cearrol

The design of the Earth-Coveredo Concrcte Rectangular

Struature as shown on Auuann & Whitney Drawing No. 60-18-01

2,21

conforms to the dimensions stated in the contract and further

described in p-slinry diacussions between representatives

of the Cont ractin Officer and Ammann & WitnqoW

2'.2 Blast Resistant Desig" (Fir. 1.14 - 1.17)

Tha proposed structure is a reminfcreed ooncrete rectangular

box with floor dimenuions of 401-0". x 80'-0" clear. The vdnima

vertical clearance in 9'-0" to bottom of beams. The top of the

floor slab is at tarde. The structure is covered with earth,

as required for radiation protection, of constant depth above

the roof and wih a 2:l slope around the perimeter. The

structure may be lowered if it is desired to balance cut and

fill. Entrance to the structure is by way of a T-ehaped (in

plan+ corridor through the earth cover. The entry In baffled

for radiation requirements. A steel blast resistant door at

the corridor, a conventional door for ordimr use and an

emergency exit are provided an shown on the drawings. The roof

is of bran and slab construction, with shallow interior beams

to minimize the overall building height and the vertical span

of the wells. The roof beams ae restrained at the walls by

exterior pilasters. Te wall panels are ti-way slabs sup.

ported at the pilasters, roof slab and floor slab.

The roof, walls, fourdation and entraneway are designed

for plastic deformation. The blast door ard escape hatch door

are designed for maximum elastic deforamation.

2.22

, I t i' II I I bj j jail I !I

Ij+ I iI aia, ; '

II! \ L

'\N ir

• I- ---- ~--- --...... ......-."--"- 1 ', "

-- ---------- --- --

2.23

Iii ,, ii ! I I I ,• lill -" ' !!: I .li •

.-., l

2.24

• lil l , l1:1

i'i .-I~ I

~~~~ lkw% ii! ,

l ,t ,

i 1i

I! ,? 1liiiL2,...

..

, II , l~ ll !lll.f I

i i

.It "

------ ._..-....

,. J4i i 7

..

2l5!

. . -\

,

0,

Ii.i; I

2.25

' lim~ t,, ,i.ii

fil iti l l I

p A

- - - -+ '++ .............. .----. : + +, +------------ ,.+ __ :lt+ "-' ' ...' ".,

..

; Y . r-_Al7 .....: ,..... r.

2.26s

The blast load on the rarface of the earth cover was

ccmpated by the method described in "Transonic Pressures on

Above Oround Zarth Covered Structures". Appendix 3. The

pressure on the structure was then ccuputea by use of the

*Mohr's Circle Solution".

2.6 ITrX No. 6 - EARTH COVERED, CO3C.tETE DOUBLE 3ARREL A.Ct50 DSI)

2.6.1 eneral

The design of the Earth Covered Concrete Double Barrel

Arch as shown an Azmam & "sitney Drawings No, 16-18-02 con-

forms to the dimnsions stated in the contract and further

described in preliminary discussions between representatives

of the Contracting Officer and Apann & Whitney.

2.6.2 last Resistant Design (FiC. 1.18

The proposed structure is a reinforced concrete double

barrel arch with interior floor dimensions of 80'-0" x 44'-0".

T1he distance between the top of the floor slab and the intrados

at the crown is 12'-6". (intrados radius - 12'-0"). The top

of the floor slab is at grade. The arches, which are 12" thick,

are supported along their intersection by a common wall. The

clear distance between the top of the floor slab and the intra-

dos along the longitndinal centerline is 7'-0". The structure

is covered with earth, as required for radiation protection,

with a depth of 5'-6" above the crown and 2:1 slopes around

the perimeter. The structure may be lowered if it is desired

to balance cut and fill. Entrance to the structure is by way

q S I7

yfro

i ,i.. II ii ii I I

I- --- - .. .

OL11

2.28

I _______

1 -

1,10

of a T-slaped (in plan) corridor through the earth cover. The

entry is baffled for radiation requirements. A steel biast

resistant door at the corridor, a conventional door for ordinar,

use and an emergency exit are provided as shown on the drawings

The foun, ation, ena w-alls and entranceway are designed

for plastic deformation. The arches were analyzed as a system

with fixed exterior supportj and a comon elastic support at

the interior wall. Each of the arches is designed for a maxi.

mia allowable sidesway 1/100 of the springing line cord lenoth.

The blast door and escape hatch door were designed for maxim=

elastic deformation..

The blast load on the surface of thn earth cover was

computed by the method described in "Tiansonic Pressure on

Above Ground Earth Covered Stru-tWres" Apnendix 3. The pressurf

on the structure was then computed by use of the 'Mohr's Ciicle

Solution".

The blast load on each arch was asguned as a uniform

radial prextsr., plus an antisymmetrical radial pressure as

reem nded in the C of E Manual.

2.7 IT NO. 7 - EARH C0VDU CONCRETE rM!-r (5O, 100, 200 PsT)

2.7.1 General

The design of the Earth Covered Concrete Dome as shown

on Amzann & Whitney Drawing No. 60-1-03 conforms to the di-

mensions stated in the contract and further described in pre-

liminary discussions between representatives of the Con-

tracting Officer and Ammann & Whitney.

2.29

2.7.2 BLast Resistant Design (Fir. 1.19 - 1.21)

The proposed structure is a reinforced concrete hmi-

spherical dam with a constant inside radius of 12t-6" and an

inside diameter at the floor of 251-0". The top of the floor

slab is on grade. The structure is covered with earth, as

required for radiation protection, and may be lowered if it is

desired to balnce cut and fill. Entrmoe to the structure is

by way of a T-shaped (in plan) corridor through the earth

cover, The entry is baffled for radiation requiremnte. A

steel blast resistant door at the corridorg a con.ntional door

for ordinary use and an emergency exit we provided as shown

on the drawings.

The foundation and entrmceay are designed for plArtic

deformation. The dces, blast door, and escape hatch door are

designed for uvdzua elastic deformation.

The blast load on the surface of the earth cover was

computed by the conservative assimption that the floor vaN two

dimensional and us!ng the method described in "?ransonic Pres-

mr s on Above Orcund Earth C&ftred Strtctu.res". Appendix B.

The pressure on the structnwm *as then ecamputed by use of the

"Mohr's Cicle Solution". The blast load over the dome surface

was assumed an a uniform radial pressure plus an antiaymetrical

radial pressure am recomended in the C of E Manual.

2.8 IM~ NO. 8 - ;KIRITD CONCR~ETE ?CrAYT7L.P (50, 100. 20.0 PKSI)

2.8,1 General

The design of the Buried .eotangular Structure as shown

2.30

a ~II ~IJ jI. ~ f~' I i~ __

A I ii I., j~,j1ii -~;

II

~j ( *b

4

Li

-I II 4____________________ &~F~ ?:~ N

-- -- ~ 0'-

V.--- -, 9 -

... '. - -.

- Y.,

liP....

-. ii I .. '. .4. 19jfK

.4)j

2.31

all;

il.

- ;" IL

----------- - -- N

- b m.32

I fillal

ill

i j~Ijt~ "'"

i--! z

- - - ---- --.-. . . -

l .A77'

2.3

-

* . I

on Amsrn & Whitney Drawing No. 60-18-O4 conforms to the

dimensions stated in the contract and further described in

preliminary discussions between representatives of the Con-

tracting Officer and Auzann & Whitney.

2.8.2 Blast Resistant Design (ri#;. 1.22 - 1.24)

The proposed structure is a reinforced concrete rectangular

box with floor dimensions of 1O'-6" x 801.0" clear. The amiinn

vertical clearance in 9'-0" to bottom of s-eams. The structure

is located below grade as required for radiation protection.

The entrance consists of a partially coverod itairwall which

is separated froa the main structure by means of a stial blast

resistant door. A conventional door for ordinary use and an

eergency exit are provided as shown on the drawing. The roof

is of beam and slab construction, with shallow int-trior besme

to minimize the overall building height and the vertical span

of the walls. The roof beams are restrained at the walls by

interior pilasters of the same cross sectional dimensions as

the beams. The wall panels are two-way slabs supported at the

pilasters, roof slab and floor slab.

The roof, walls, foundation and entranceway are designed

for plastic deformation. The blast door and escape hatch door

are designed for maxium elastic deformation.

The blast load on the roof slab and walls of the main

structure was assumed to be the same as the incident pressure

at the ground surface.

2.34

~7=

~T

I! gw.z- 2

------- - -----

j , iiII OtiIs

ft d "'"~ It'I 1 iiii!;a a

ll-

! | m

I jjI

1ii

.i..i

" ..

" , .i i i .. .. - -.-. - ,. i

. L . . . - . ..

2.36

if If

El rI hi

IIA

im..~

2.37r .

2.9 flTl 11. 9 - WJRID CO:NCiUTE DO)ILTJ 3ARRET A=C (50 psi)3

2.9.1 eneral

The design of the Buried Concrete Double Barrel arch

as shown on Amann & Whitney Drawing Wo. 60-18-0S conform to

the dinenuions stated in the contract and further described in

preliminary discussions between representatives of the Con-

tracting Officer and Amarn & 'hitney.

2.9.2 B (Fig. 1.25)

The proposed structure is a reinforced concrete double

barrel arch and has interior floor dimensions of 801-0" x UI'-O".

The distance between the top of the floor slab and the intrados

at the crown is 1-60 (Intradoe radi', -12O-0"), The arches,

which are 8" thick, are supported along their intersection by

a cormn wall. The clear. distanc between the top of the floor

slab and the intrados along the longitudinal centerline is

?1-00. The extrados At the crown is 6'-0" below the ground level

as required for radiation protection. The entrance consists

of a partially covered stairwell which 1 separated fram the

main structure by usans of a blast resistant steel door. A

conventional door for ordinary use and an emergency exit are

shown on the drawing.

he roof, walls, floor and entranceway were designed for

plastic deformation. The 'last door and escape hatch door were

designed for mi n mm elastic deforftation.

2.351I

~ i! i t ,,,, ! tI i!----

litlit_ I, -

vi P-11

4-11

tot

2.39

,he bla-t -ad cn aach aral Was ass'med as a uif iu

radial prewoe eq'ual to the incident pressure at the ground

surface as reco.ended in the C of E Manual.

2,10 ITc- NO. 10 - C;L .Ci c tTTCE D'. (5O, 100 200 PSI)

2.10.1 General

&he design of the 3udied Concrete Dome as shown on

Aau & Whitney Drawin3 No. 60-18-06 conforms to the dimen-

sions stated in the contract and further described in pre-

liminary discussions between representatives of the Contracting

Officer and Ammann & Whitney.

2.10.2 Blast Resistant Design

The proposed structure is a reinforced concrete hemi-

spherical dome with a constant inside radius of 12t-6" and

an inside diumeter at the floor of 25'-0". 7he structure is

below grade as required for radiation protection. The entrance

consists of a partially covered stairwell which is separated

frm the main structure by mans of a blast resistant steel door.

A conventional door for ordinary use and an emergency exit are

shown on the drawing. The dome thickness varies from 8" at

the foundation to 3" (:or 50 and 100 PSI) or 14" (for 200 ?S)

at a line located 6'-0" above ",e footing. The rnaindr of

the dome is of constant thickness.

The foundation and entranceway are designed for plastic

deformation. The done, blast door, and escape hatch door are

designed for maximua elastic deformation.

2.40

a jI 1W.j'

LL

2.4

p" .... . ...... .. i.... -- 4.T

Iti- Ii FL}HiI .jj:

, , t

/ L \,, "/ \ , 0

!1 " "---T -- " -"-- --

-,i7; p

"N /.

, . .ll-_. J

2,4

ji

I-A-

~I Iujj fa......... .II I" iegj!iJ 74-Ti

r i' iAwl

,41* ~ ** *' ~ Mf -..

2.43iI

The blast load over the dame surface was as id as a

uniform radial pressure as reconmeWd in the C of 9 Namal.

2.11 rmD No. 3.1 - BLRIO CO1VCPrr IOWOO (50. 100, 200 PSI)

2-1.1 Ovor.l

The design of the Barid Concrete Igloo as shown a

Amann & Whitnry Drawings No. 60-18-07 eonforms to the dims.

sians stated in the oontract and further described in Fralin',1a3

discussions ,e tw-an repreentatives of the Contracting Offloo

and Ammm & Whitny.

2.11.2 _last Resistant- Desi (Fig.1.29 - 1.31)

The proposed structure is a reinforced core oweh

with interir floor dimensions of 60'; x 261-6. The dis-

tance betireen the top of the floor slab and the arch extradoe

at the crown is 12'-9" (intrades radius - 13''5). The arch

thicknes is 8' for the 50 and 100 PSI levels ant 1D for the

200 PSI level. The structure is below grade as required for

radiation protection. The entrance consists of a partially

covered stafrwefl which is separated frce the main structare

by means of a blast resistant steel dam. A camvntinal door

for ordinary use and an mrgency exit are shown an the drawiug.

The fondation, end walls and entranceay awe designed

for plastie deformation, The arch, blast door and escape hatch

door are dasignod for maxinam elastic deformation.

The blast load over the arch surface was asmed as a

uniform radial pressure as reoended in the C of E Manual.

2.UA-

l i j

I

l io

ii

i " f

2.45

I ii

° .':c;

I

! I

I I ;I

246

I i

ii -

3. p

2 4

TA~lii

I~it I

Y

2.4

CP.AP'R J COST OF S,.rJC?,JR.S

1. ON.&,AL

Chaper 3 ruAwa-tzee the estimated quantit7 of materials

and construction cots for the various structures (in udi

emtrawa e, exits' and persor-nl Vhelt-rs) desigrad to resoit

nuclear detonations.

The unit prices used for the structvural estimates are

based upon national aveiage costs using the NatiOnal Construc-

tion Estimator (1957-1953 Edition) as a guide. e arthitectara

unit prices for item 1p 2 and 3 were taken fram the actual

copts of the cnventional structures used in this study. Unit

prices for blast doors and exit hatch doors were obtained from

actual costs of similar doors. It was assumed that the structur

were abovs ground water level and that the excavations were free

from large mounts of rock.

The total conts for each of the eleven structures studiedi

are shown in Table 3.1. The cost breakdowns forithe main

structures and shelters of itma I through 3, and the cost break.

downs for the main struct~ures, entra:nes and exits for items

4 through 11 are given in Tables 3.2 and 3.3 respectively.

The architentural and structural costs and quantity of materials

of items 1 thrmigh 3, and structural costs and cpantity of

materials for items 4 through 11 are ccmpletely iteMized in

Appendix A. Additional expenses and increased space allocation

3.1

TABLE 3.l-TOTAL COST ESTIMATE SU49ART-ITS 1 THrI 11

ITSM TITLE PRESSURE OOST(psi)

(1) Adinistration Bldg. - Conventional - * 317,335Administration Bldg. - Blast Resistant 10 395,534Administration Bldg. - Blast Resistant 20 481,0213Administration Bldg. - Blast Resistant 30 5"005

(2) Communication BIdg. - Conventional -- 66,828COmunication Bldg. - Blast Resistant 10 91805Communiation Bldg. - Blast Resistant 20 110,679Communication Bldg. - Blast Resistant 30 131,993

(3) Warehouse - Conventional 106s865Warehouse - Blast Resistant 10 165, hWarehouse - Blast Resistant 20 213,420Warehouse - Blast Resistant 30 286,065

(4) Earth Covered, Concrete Igloo 25 31,788Earth Covered, Concrete Igloo 50 52,594Earth Covered, Concrete igloo 100 70,590Earth Covered# Concrete Igloo 200 1039775

(5) Earth Covered, Concrete Rectamular 25 63,566Earth Covered, Concrete Rectangular 50 77,086Earth Covered, Concrete Rectangular 100 107,561Earth Covered, Concrete Rectangular 200 152,128

(6) Earth Covered, Concrete Double Barrel Arch 50 96 A31

(7) Earth Covered, Concrete Dome 50 23,979Earth Covered, Concrete Dome 100 29,428EaZth Covered, Concrete Dome 200 44,758

(8) Buried$ Concrete Rectangular 50 75,639Buried, Concrete Rectangular 100 93 855Buried, Concrete Rectangular 200 129,811

(9) Buried, Concrete Double Barrel Arah 50 79,664

(10) Buried# Concrete Dome 50 21,913Buried, Conorwte Dome 100 27,539Buried, Concrete Dome 200 34,637

(11) Buriedp Concrete Igloo 50 4 ,ooBuried, Concrete Igloo 100 5,393Buried, Concrete Igloo 200 70,069

3,2

-1 P . . -1 Il Il *@- -O0r4,4

i-i. *9 i i..I ;A

80 0 r r4r4 ~ er 4 r 401 .

, , 00riC 08. LV."l~~ k

8 ~ C CY0~ r4EV'~ t%r r- 0-

-IION %rr4 coU

ji-i AL ftr- 4 t. ? C

43 r4 t j il" o SNP'111 1111r r f4CYC000i00

88§8

3,

IC Ad .@R m N

il a 'rp ; '

400

j.s goq §43 ks-2- :A3 4 O

11111 JillI I'l111H fiti

I 3.4

win be inaured in the personnel shelter sones of items 1

tl,-ozgh 3 for providing such additional equipment and faci-

lities as electronic sensing devices, blast valves, chemical

filters, protected cooling water supply (cooling towers, spray

ponds or wells) electrical and uechanical standby equivment,

Uavatar7 facilities, decontamination facilities and button-uv

provisions. The cost of such equipment and facilities will

depend upon the size of the occupancy and duration of stay.

Similar cost increases munt be considered for the nc:-s tandard

type structures, item 4 through 11, if tey are to be used

for personnel protection.

3.2 STAKDARD STRt

The architectural and structural costs of the standard

strwture (Items 19 2 and 3). which are designed to afford

blast protection of the entire structures are not increased

aopreciably by the additional structural cost of personnel

shelters. Table 3.L, shows that the percentafe cost due to the

additimn of personnel shelters remains almost constant

for the variou overpressure levels considered.

TABLE 3.4s PERCENT INCREA.SE OF THE M AIN STRUCTURCOST BT THE ADDITION C? PERSONNEJ SHELTERS

Items Pressure Level (osi)o0 20 30

1 6.2 5.2 .12 ll.4 10.0 9.9

3 4.9 41.8 h.7

3.5

A plot of the structure cost per sq. foot of floor area

versus the o,,erpreseure levels for the standard type structures,

1 through 3, is shown in Fig. .1. While ri!. 3.? irylicates

the unit coit per sq. foot of floor area of the blast variable

structural items only. The unit cost of the on" story buildinp

(Items ? and 3) is shown to - directly proportional to the

overpressure level for the range considered. The cost of Vmlti.

story structure (Item 1) is directly proportional to the over-

pressures greater than 10 psi while the overpressire levels

less than 10 psi the effects of the architectural coat can

be clearly seen. The fact that the multi-story structure

cost curve shoa a smaller slope than either of the single

story structures, up to the overpressure range considered, can

be explainee In part by the cost saving irent t the un-

exposed interior floor slab in the former.

3,3 NON-STAN. JID STRUCTUPES

The total cost of the non-standard buildings, item 4

through 11, are af "ected by the type of entrances and -xits

used. Tn this cost study, the cost of the entrances and

exits varied from 17 to 75 percent of the total cost, depending

on the type of structure. In the case of the buried and earth

covered dome, the cost of the entrance and exit portion of the

structure exceeded the cost of the main chamber by as much as

275 percent. For the majority of the structuree studied the

entrance and exit portions of structures were approximately

3.6

C,

00-

N_ 87

0U

c- w

0 P

ow

00

~ID- -

Qj~u g 4(n : C-J

0- CL w a ~ U.L

7* 02~ EEE

g4o w Zo

r ot In_00--0 _2 00

0 Nj

'DS~ 1100)~~3~~~Vc 001 z0i0~f~~ .0

r0

0* 0-Ia O0 -C4-

In-

*~~ (ft Z

0 0

~ Zw w ( o qIt )o- z

IC U) 0 z -- fV) 0

CSL W o U) AV3~~~~~Vc mO~ O .O~ S l

I ~~~~~~~~ SOO (DV1 W U)3N~9IO4I& OLOI 3.8

25 percent of the total cost. A substantial cost saving could

be aclieved for the non-standard structures particularly the

dome structure, if the U3e of the structure would allow the

substitution of a vertical shaft type entrance similar to

the mwrgency exit. Further savings may be attained if the

structure is not used for radiation protection. A plot of (1)

main structure costs, exclusive of entrances and exits, (7)

blast variable structural items and (3) total cost versus the

overpressure levels are shown in Fig. 3.3, 3.4 and 3.5 re-

spectively.

in the buried arch and dome type structures considered

the cost of the shell is only slightly affected by the various

design overpressures considered. The shell thicknesses except

for the 200 psi level, were determincd by minimum recuirements

for construction. The cost of the earth covered structure,

in each case, exceeded that of the buried structure of similar

type. In several cases at the lo-der pressure levels, footings

and a "floating" floor slab were used instead of flat plates

in the foundation design. This is indicated by the use of

dashed lines in Fig. 1.3. 3.4 and 3.5.

3.9

00

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3.10

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log *UJ D,

TW,10 V, 0 -C LL. Z Z.qN -

0 IS 65 (S :1 0a)V3LV W01 40W U004 GO M3 i

3.12

a MY z

313 n4YalIG~ SlY OF ATOV= BLAST

RE3I3TL'IT DESIGN FOR SEVZRAL DFEIMN

(Contract No. DA 49-129-&19-317)

APPMDIX A -COST 2S?3IATES

COST ESTMATE -CONIVENTIONAL AERINISTRATICU( BfTIIW3W

MIITDESCRIPTION UNT QUANTITY PRICE COST

Excavation & Fill1. machine excavation C.!. 3,100 1.35 5 -32. hand excavation C.. 305 4.O0 12203. backfill C.!. 960 0.80 76M

4. trenchin for pipesbelow floor LOF. 1.90 1.40 735

5. select gravel fill '.1. 65 3.50 2286. level & tamp for slab

fin S.F. 1,1 0.03 4627. rand= fill uder s]bs C.!. 18 2.00 376

Foundation ConcreteC footi! Cy. 128 30.00 39840

2. walls C.. 416 30.00 12,403. footing forms S.F. 2t640 O.4O 1iO64. wall forms S.. 2U,800 0.40 12,1:00

5. haunch & pier form S.F. 1,380 0.8 1,06. slabs on gound C.!. 216 30.00 604O7. 20 precast concrete

trench covers S.F. 2,04.8 1.65 3,3718. 3" concrete floor fill C.. 19 30.00 q79. wood access panels S.F. 48 1.50 72

10. 3w I trench ooersu-,ports Ton 0.92 380.00 350

11. 1/2N x 5" premouldedexp. joint L.F. 1,27k 0.10 127

12., reinforcing mesh6x6 - #404 Sq. 162 6.84 1,108

13. reinforcing bare Ton 7.40 250.00 1,85011. float finish exteri r

platforms S.F. 400 0.15 6015. paint top of pipe

trench wall 3.?. 300 0.08 2416. platform edge form S.F. 70 0.4O 28

Concrete Frame1. art floor slab &

beaums C.. 93 30.00 2,7902. concrete steps,

suspended S.F. 90 7.50 6753. ooncrete steps on flu S.F. 90 4. 50 4054. first floor slab forms 5.7 4*600 0.75 394.05. first floor beam form S.F. 680 0.90 6126. second floor slabs C.T. 0 30.00 2407. second floor slab form S.F. 0 0.75 3838. reinforcing steel Ton 6.70 20.00 1,6759. precast concrete plank S.F. 380 0.90 342

Al.1~

COST 5TMATS - C0NVETIOAL AE(rISTRATIEN BUILDINO

UNIT

DESCRIPTION UNIT QUANTITY PRICS COST

.ams & channels Ton 69.00 380.00 26,220

2. concrete tilled pipeColumns Ton 12.60 300.00 3,780

Yiasellaneous Iran1. Single pipsrail L.7. 36 2.58 932. double pipe rail L.F. 38 5.90 2243, steel stairs, pan type

safety nosings R. 36 60.00 2,1604. gratings & trench over S.F. 88 4.80 422

Talt Constructioo1. concrt walls and slabs C.!. 62 30.00 1,8602. wall and slab forms S.F. 3,425 0.50 l,7133. reinforcing steel Ton 2.85 250.00 7134. tr oel slab & apply

hardener S..e -350 0.15 535. vault dors 9a. 2 360.00 720

Xason Work1' -cncrete block Bl. 11,900 0.75 8,9252. 160 concrete U block BI. 1,200 1.25 1,5003. 4" concrete block e. 500 O.40 2004. conorete fillbr blek

voids C.!. 59 30.00 1,7'705. reinforeing bars Ton 9.30 250.00 2,3256. masonry vall reinforcing L.F. 3,500 0.157. precast conrete mill

(50 x 5") L.F. 771 1.95 1,5038. firebrick flue lining Br. 2,900 0.20 5809. fabric wall flashing S.F. 2,280 0.60 1,368

10. caulking S.F. t,600 0.20

QM ZSTlMATK -C3VWtI0NAL AMITRAflM B'fLDflM

UMI

1. pl bilt u roof androof inmlation U-i(,d. doc c) 3.. 17t,500 0.55 99625

2. oanopy grael sIo" &Ifaela L.. 4.6 1.30 60

3. 20 pipe eoo tors LOY. 24 1.50 36h. 20 roof drains a. 2 1.oo 905. wall flshing S.F. 156 1.00 1566. main roof fascia and

grave stop 20M LO. 750 2.20 1,6507. val lowers Sa. 2 30.00 608. roof drains, main roof Ia. 7 60.00 209. roof hatch 30" x 36x a. 1 300.00 30

Roqg Ctw;nter WorkI, wood spikr B.P. 3,800 0.28 1,064

2. fasoia & cleat blocking B.F. 1,286 0.28 3603. stud frme B.F. ].,150 0.22 3,1134. floor & roof from B.F' 62,300 0.24 l149525. floor & roof boar" BOYg 3, 37,500 0.20 7,5006. =yp board coiling S.F 26,610 0.12 3,1217. 12 ciling strapping S.F. 29,800 0.10 2,9808. psu wall beard S.F. 36,600 0.12 4,3929. x2 wall f=7ing S.F. 10,400 0.16 1,0

10. 5/8" plywood sub-floor S.F. 13,900 0.25 3,47511. steel sash S.. 4.,-0 2.60 10,81612. glauing S.F. 4,160 0.35 1,56

. asphalt til. 1/8" S. 27,500 0.28 7,700100 ceramic tile floor S.F. 1,200 1.75 2,10015. ceraxmic tile wainscot S.F. 1,470 1.75 2,57316. oment asbestos board dado S. 4,300 0.30 1,29017. oement plaster on M.L. S.T. 580 3.50 2,03018. base screv L.F. 486 0.22 10719. acoustie tile S.F. 2,525 0.65 1,61

Exterior Doors & Entrance@

1. pr. doo r,, glazed Ia. 1 315.00 3152. pr. doors, glazed

with transom ga. 5 365.oo 1,8253. pr. doors, glazed,

with removable transom &a. 1 390.00 3904. single door, glazed

with transu Ea. 1 195.00 195

P0? ESTD(ATK CONVMTIOtAL ADISTRATION BUILDIWO

UNIT

1. 04 , g d U2670 70.00 4,900

2. s1zgles flush e 16 Wo.w 9603. pairs glaeI 3 230.00 3904. pairs Kaln.in 3 3 185.0o5o single, KalinSa 5 95.00 14756. Dutsh doors Ia. 1 130.00 1307. sigle, tin clad Ba. 2 85,oo 1708. channel door frames A. 3 50.00 1509. rolling steel door I 1- 175

10o metal toilet eampartments Ea. 12 95,00 1OUGUs urinal erew ~ U, 5 I40.O0 20012. strane screens U. 16 15,0 2402. mirorrs La . 15 25.00 375U. tilet rom accessories L.S. -- - 19215. fire extinguishers Ra. 6 19.00 11416. elevator & doors -Gm 6,00017. painting --- -- -114. finish hardwe - 2,00019. rough har--re - -- 60020. clean up and vast glass - - - 800

1, ood bW 6 Lo. 4,4O 0.28 lI59

2. wood dado cap 39 L.F. 1,100 O.16 1763. movable partitions

(without doors) L.F. 491 13.00 6,383I plastic top shelf

(Powder room) L.I. 7 3.00 215. lavatory shelves Lao 15 10.00 1506. boxing colmna B.F. 1,200 0.60 7207. main stairs, wood,

5 '- wide . 18- 5008. wood stairs, 31-6" wide R.o 18 40M"3759. closet shelf and pole L.. .10 15

10. wood ladder & *IS. scuttle U.- 86U. vood stool & blocking L.F. 770 0.80 61612. wood sash stops L.P. 1,900 0.I 26613. wood platforms and steps S.F. 80 2.00 16014. ourt roam beneh and

platfors L.S. -- -- j8O15. mail room counter LU. 23 20.00 46016. coffee shop oounter L.P. 43 20.00 86017. mop racks Za, 2 10.00 20

A.I.4

COST ETL.ATZ COWMENIONKAL A21KSMRATIM? 1171LODNG

OQST

TOTAL SUM 5 253j86C

F!.7IT, OVRMTAf AND co??rn'Lci~s (25%) 6t6

TOTrAL COST 317,335

ZTMS NOT INCMJUDWDCart as taken from original estimt

Plimbing 1,4Heating 32v258Ilctric Workc3.

COOSSTMT - 10 PSI BLAST RESISTANT AUMINISTRATION WILDI!M

UNITMCRIPTICX UNIT QUANTITr PRICE COST

BUWINO

-- Eartvol.: iarD eavation C.!. 2,65 $ 1.35 $ 3,583

2. hand excavation C.!. L19 4.00 1,6763. backfill C.!. 669 0.80 5354. trenching for pipes

below floor L.P. 493 1.501 7405. level & tamp slab S.F. 14,025 0.03 421......6. select gravel fill C.Y. 5 18

Concrete Work1. fondiation wlls C.!. 218 30.00 6,5402. footings C.!. 96 30.On 2,8803. walls C.Y. 858 30.00 25t 7404. columns C.!. 31 30.00 9305. floor slabs on grade C.!. 270 30.On 8,1006. floor slabs c.!. 943 30.00 28,2907. bems C.T. 216 30.30 6,4808. stairs c.!. 17 30.00 5109. finizphing floor slabs S.F. 32,146 0.15 4,822

Formicrk1. footings S.F. 0.0o 1,3102. wlls S.F. 60.947 0.60 36,568-. slabs S.F. 32,377 0.6n 19,426. beams S.F. 8,331 0.9d 7,*O. columns S.F. 2,147 :.,1 80 1,718

stairs S.F. 960 0.80 768, linfrorctng1. rods Tons 262.00 250.,0 65,500

2. wire rmsh (66 -U4) Sq. 136 6.84 930

Blast Doors1. structural steel Tort 3.70 L00.00 1,L802. Robertson Q dock Tons 1.00 75O.Oo 750

1. 52py built up roof& roof insulation S.F. lvI4I5 0.55 8,330

A.l.6

COST 381ME - 10 M BUT RMIBSTIT AUaM'OcITRAM. 5fL

UNIT

DE,,OMM. UNIX Wor PIC1. ,4 nee block Za. 1248 0.40 499

2. firebrick flue liing &a. 2,99 0.20 5803. concrete chimney cap gal 1 55.00 5

Noukh Ca-:ntr Wrk1, stud frme B.?. 9,437 0.22 2,0762. gypsu Vall board S.,. 27,8460 0.12 3,2953. asphalt tile 1/8' S.F. 26,877 0.28 7,5264. ceric tile floor S.F. 1,260 1.75 2,2055. cermic tile wai soot S.F. (i4 1.75 1,0926. c nt asbot to board

dado S.F. 3,392 0.30 1,0187. bas scr.'ds L.P. 156 0.22 34

1. woo b , L.P. 1,937 0.28 5422. mod dado cap 3' L.F. 8148 0.16 1363. mvable parti tiose

(ithout doors) L.F. 523 13.00 6,7994. plastic top shelf

(powder room) L.F. 7 3.00 215. lavatory shelves Ia. 15 10.00 156. closet shelf and pole L.F. 10 1. 3 157. wod platforms & steps s.?. 80 2.00 16D8, court oom bench and

platform L.S. 4- 1809. mail room counter L.F. 25 20.00 5.010. coffee shop counter L.F. 36 20.00 72011. mop racks Ia. 2 10.00 20

Zxterior Doors1. pr doors, gilazed Sa. 1 31 .OO 3152. pr. doors, glased

with transom ga. 5 365.00 1.8253. pr. doors, glazed

with removable transom ga. 1 390.00 3904. single door, glazed

with transom Ia. 1 195;.00 195

A.l.7

COST ESTIMATE - 10 PSI BLAST RESISTANT AEMINISTRAIION BUILIINO

WITDECRITION UNIT UANTIT PRIC COT

Interior Doors (Includng Frames)and Interior Details1. single, glazed Ea. 72 70,00 50402. single, flush Ea. 16 60.00 9603. pair, glased Ea. 3 130.00 390h. pair, Kalamein Ea. 4 185.00 7405. single, Kalamein Ea. 5 95.00 4756. Dutch doors Ea. 1 130.00 1307. single, tin clad Ea: 2 85.00 1708. channel door frames Ea. 3 50.00 1509. rolling steul door Sa. 1 175.00 175

10. metal toilet comatments Ea. 12 95.00 121W11. urinal screens Ea. 5 4O.00 20012. entrance screans L.P. 16 15.00 24013. mirrors Ea. 15 25.00 37514. toilats room accssories L.S. --- 19215. fire extinguishers Ea. 6 19.00 11416. vault & shelter doors Ea. h 350.00 1,40017. clevator & doors -.. . 6,00018. painting 11,00019. fini~h harware - -- 2,0020. rough hardware 60021. single ipN rail L.F. 19 2.58 4922. double pipe rail L.. 33 5.90 195

297,920

Building Sum

)=TZLER

Barthwork1. machrre excavation CoT. 1,237 1.35 1,670

2. hand excavstion C.!. 65 4.00 2603. backfill C.T. 541 0.80 4334. level and tamp S.F. 1,721 0.03 52

Concrete Work1. footings C.!. 15 30.00 450

2. walle C.!. 66 30.00 1,9803. columns C.T. 1 30.00 30h. floor sl~b on grade C.T. 34 30.00 1,0205. roof slAb Co!. 62 30.00 1,2606. begs C.. 3o.oo 1507. stairs C.. 1 30.00 308. finiehing floor slab S.F. 1,822 0.15 273

A.1.8

OST &STIMAT - 10 PSI BLAb. RESISTA'T ADKNITRA17C C BnfLf

UNITSCITIN umI QUAN TT M COS

Formork1. footings S.F. 640 0.40 2562. walls S.F. 4,438 0.60 2,6633. slabs S.F. 1,580 0.60 9484. beans & F. 368 0.90 3325. oolumnw S.?. 12) 0.80 966. stairs S.F. 18 0.80 14Rei1nforc:ing1. rods Tone 18.1 20.00 4,528

2. wire mesh (6W-Ud) Sq. 17.8 6 .84 122

Waterproofing S.F. ),830 O.0 . . 22

Shelter I' 18,99

TOTAL SUP - SH PLTUS BU~M $ 316,47

OFIT, OV-HUFAlD AD CONTIN: OCIS (25") 79,107

TOTAL COST 395,534

Cm orS o IMAR STMCWa 372,910

COST r SHMZ 23,124

ITERS NOT I? LUDED

Mechanical and electrical eq.;pmntAir locks and decontmintion facil'.M g

A.1.9

COST ESFMIAT3 20 PSI BLAS? RESISTANT A3h(UISTETI1 BUfl1 III

UNITDZSCRIMTCE UM A=IRCECS

Zarthworkt* n e' ezcavation C.T. 2o522 1 1.35 $ L4052. hand ezovation C.!. 637 4.00 2,5483. backfill C.. 994 0.80 7954. trenching for pipes

below floor L.. 150 1.50 6755. level & tap slab S.F. 1,315 0.03 1606. select gravel fil1 COTO 5 3.50 18

ConcreteT.o=idtation w&ll C.T. 299 30.00 8,970.a footings 0.!. 202 30.00 6,060

3. Valla C.!. 925 30.00 27,750

5. floor slabs on grade C.! 273 30.00 881906. floor slabs C.! 1,057 30.00 31t7107. beos C.Y. 326 30.00 9,7808. stairs C.T. 17 30.00 '109. finishing floor slabs S.F. 34862 0.15 5,229

Forwvork1. 50tings S.F. 4,497 0.4.0 1,7792. valls S.F. 62,253 0.60 37,3523. slabs S.F. 30,779 0.60 18,4671. bems S.F. 8*742 0.90 7,8685. coluns S.F. ,071 08 32576. stairs S.F. 960 0.80 768

1. r Tons 483 250.00 120,750w2. ire mesh (66-44) Sq. 136 6.814 930

Blast Doors1. atruct.ral steel Tons 7.00 4X).00 2,8002. Robertson Q deck Tons 1,80 750 00 1,350

PRoofi75 ply built up roof& roof insuatio S.F. 15,9145 0,55 8330

A.1.10

COST ESTIMATE.- 20 PSI BUST RESISTANT AMIXSTRATION BUZ :M3

UNIT

Mason WorkT1 45Focrete block Bl. 16,030 0.140 4122 firebrick flue lining Br. 2.9 0.20 5803. concrete chimey cap Za. 1 5.00

Rough Ctrnter WorkI stud fra .F. 9,37 0,22 2,0762. vpsum vail board S.F. 27,h60 0.12 3,2953. asphalt tile 1/8" S.F. 26,877 0.28 7,5264. ceramic tile floor S.F. 1,260 1.75 -,205. ceramic tile wainscot S.?. 624 1.75 ,0926. cement asbestos board

dado S.F, 3,392 0.30 i,0187. base screeda L.. 156 0.22 34

Finish CarpntM

1, wood bas 60 L.P. 1,937 0.28 5122. wood dado cap 3' L.r. 848 0.16 1363. movable partitions

(without doors) LeF. 523 13.00 ,7094. plastic top shelf

(powder mm) U.. 7 3.00 215. lUvatory sh~lyos .,.I. ~10.00 1506, closet shelf and pole 1.?. 10 1.50 157. wood plat:or & steps S.F. 80 2.00 1608. court roc bench and

platform L.S, - h09. mail roo counter U.?. 25 20.00 500

10. coffee shop counter U.?. 36 20.00 72011. sop racks Ia, 2 10.00 20

Exterior Doorsl. pr. doors, glasd a. 1 315.00 3152. pr. doors, glased

vith transomBa 5 365.00 7,8253. po. doors, glazed

with removable transc Ia. 1 390.00 3904.. single door, glazed

with tracn Ua. 1 195.00 195

A.l.1

006?T WMA4TS 20 PSI BLAST REISTANT ADKIISTRATION BUILDING

UNITDESCRIPTION UNIT QUANTITY PPICE COST

InteW-or Doors (Inoludig -rames)and Interior Deta.L01. s6ge, tgMub 140 72 70.00 5,042. single, flush Sao 16 60.0 9603. pair, glased Za. 130.00 3904, pair, Kalamein 185.00 7140e- sizgle, KalaNtiL FA.* 95.00 4756. Dtehdoors E.0 1300 1307. single, tin olad La. 2 85.00 1708, channel door froam, Sa. 3 50.00 1509. rolling steel doo h. -1 15.00 175

10. metal toilet oom.|ri.r:qr.t.s &a. i2 9 5.00 lA14011. urinal screens L. 5 h.00 20012. entruance sozema )fr ic6 15.00 214013. mirrors Sa. 15 25.00 37514. toilet room aeoessories L.S. - 19215. fire extinguishers iba. 6 19.00 11416. vault & shelter doors . 3 350.00 1,400

'. elerator & dc,-r ... 6,0001.3. painting - - 1100019. finish harza -- -- 2#00020. rough hardware - - - 60021. single pipe rail L.F. 19 2.58 4922. double pipe rail L.?. 33 5.90

Building Sum 365,586

xaruwao1. Maium excavation C.T. 1,302 1.35 1,7582. hand excavation C.o 68 4.00 2723. baakfill C4.. 569 0.80 4a54. level and tamp S.F. 1,812 55

Goncreteonr eC.!. 25 30.00 750

2. walls C.Y. 89 30.00 2,6703. olms C.T. 2 30.00 604. floor sla) on grade #.Y. 33 30.; 9905. roof sla.b 5.9 30.00 1,770

6.beaus C.. IP 3o00 5707.stairs COY* 1 30.00 308.fundebin floor slab S.F. 1,812 0.15 272

A.1,X2

COST STM1ATE - 20 PSI BLAST RESISTA';T A.TULTrISRATIO B'JILDING

DESCRIPTION UNIT nVANTIT PR COST

FormworkT- -' - ,Tngs S.F. 640 0.4o 252. vLlls S.F. 4 ,3 8 9.60 2,6633. slabs S.F. 1,580 0.60 9484. beams S.F. 368 0.90 3325. columns S.P. 120 0.80 966. stairs se' 1 0.30 14Rainforcinzrods Tons 13.5 250.00 3,375

2. wire mesh (66-44) Sq. 17 6.84 116

Wate!proofing S.F. 4s,830 0.40O mj2

Shelter Sam 19,384

TOTAL SUM - SHMLTER PLUS B7Mf.DINO 334t9TO

OFIT ovw An Com.nT CiZs (e5%) 96,243

TOTAL COST 0813

COST OF RIMYR SMUCT!ME 456,983

COST OF SMKLTU 24,230

ITEMS NOT INCIDM

Mechanical and electrical equipsentAir locks and decontamination facilities

A.1.13

Clam ESTD(ATE -_30 PSI BLAST RZS3IST A]1KINISTRATI(3I BUILDI90TP111DESCRIPTION UNIT QUANTITY PRICE COST

Sarthwork1. iaaclne excavation C.T. 2,396 $ 1.35 $ 3,2352. band eeavation C.T. 968 4.00 3,8723. baikfl C.!. 1,481 0.80 I,154. trenching for pipe I

below floor L.F. 411 1.0 6175. level & tamp slab S.F. 16,692 3.03 5016. select gravel fill C.!. 5 3.50 18

3onorete1. foundation walls C.T. 410 30.00 12,3002. f&wo Lgs C,!. 424 30.00 12,720

3. walls C.!. 999 30.00 2999704. columns C.!. 74 30.00 2,2205. floc)" slabs on grade C.!. 276 30.00 8,2306. floo:- and roof slabs C.T. 1,134 30.00 lq, 207. be&As C.!. L50 30.00 ,5Od. stairs C.!. 17 30.00 5109. finishing floor dabl S.F. 35, 9 j.5 5,334

Formwork7 oinss S.. 6,161 O.4O 2,4642. walls S.F. 63,498 0.60 30,0993. slabs S.F. 29,240 0.60 17,5444. beams S.F. f,179 0.90 8,2615. coltmns S.F. 7,73q O.MO 6,1886. stairs S.F. 960 0.80 768

Reinfo mirs - -1. rods Tons 680.00 250.00 170oo2. w-ire mesh (66-44) Sq. 136 6.8L 930

Blast DoorsT. strucral steel Tons 13.20 400.00 5,2802. Robertson Q deck Tons 3.20 750.00 2,'i00

Roofing1. 3ply built up roof

& roof insulation S.F. I5145 0.55 8,330

A.1.14

VJST ESTI'AT - 30 PSI BLAST r.SISTAI -AXt . .RTIx: MlrJI-I

UNITDESCRIPTION UNIT QUANTITT PRICZ COST

iHason Work1, 40 eoncret, block Ia. 1*030 0.40 4122. firebrick flue lining Ea. 2,900 0.20 5803. concrete chimney cap Ea. 1 55.00 55

Rough Carpenter Work1. Dt,1d fr.e B.F. 9,437 0.22 2,0762. gpsum wall board S.F. 27,460 0.12 3,2953. asphalt tile I/8" S.F. 26,77 0.28 7,264. ceramic tile floor S.F. 1,260 1.75 2,2055. cermwic tile wainscot S.F. 624 1.75 1,0926. cement sbestos board

dado S.F. 3,392 0.30 1,0187. base screeda L.?. 156 0.22 34

Finish Caen ,T. wood base L.F. 1,937 C.28 5422. wood dado cap 3" L.F. 848 0.16 1363. movable partitions

(without doors) L.F. 523 13.00 6,7 94. plastic top shelf

(powder room) L.F. 7 3.00 215. lavatory shelves Ea. l 10.00 I1506. closet shelf and pole L.F. 10 1.50 157. wood platforms & steps S.F. 80 2.00 1608. court room bench and

platfurn L.S. - -. 4O9. mail room counter L.P. 25 20.00 .

COS 3T3.- ?5I bLAST 2!'SI$TANT &DeI'NISTR'TION BUILDING t.UNIT

' " -r y'.; MN IT QUANTITT PRICE COST

, r.J'e, ,Tize a. 72 70.00 -59040, aii e, 4 lzb fa. 16. 60.00 960

t! L. 3 130.00 390', ,'lr i~i.-:ln a.4 185.00 740"T A. 595.0047

',: 9,t:* , Eq.. 1 130.00 130a 1. :g, t-4r. clad A. . 2 85.00 170

F', 6,v el d.r er~. ~ 1a. 3 50-00 150.,. nl !,:, t,C,11 1. I7.O0 175

V),metl t~ ~'is.a.*:t' '1 2 95.00 lIslaOi. ,uc.n" . La. 5 W.00 200

" :. n -a-rtm .?. 16 15.00 240Q3. :A)r!5 .a.1 25.00 375

r... . 2ac;tv-orisa. - -- 192I. f.'L ai, 3 Ihdr s 19.00 114

*,- . -a .. ,ltr d,or 4 350.0c 19400:.,.- tf~ -: - -... 6,000. r Ict-o -- -- 1,00

" & .-!'.ih w - - - 2,000- - 600

21 si. -ip* rail

cOsr ESTMA.TE - 30 iSI BLAST R.SM1T AN. A' 5";ISRATI 3,TITII.

U11ITD! S.RITI )A U~qI rr IL X

FormworkT. ! o7tings S.F. 672 0.40 2692. walls S.F. 4 660 0.60 2,7963. slabs S.F. 1,ot59 0.60 95S4. beans S.F, 366 0.90 3475. columns S.F. 126 0.' 0 iCI6. stairs S.F. 19 0.80

Il

ReinforcimI. rods Tons 15.5 250.00 3 75

2. wire mesh (66-4) 3q. 16 6.54 123

Watero cofing S.F. 4,030 0.40 1.,932

Shelter Sum • 2?, I ?.

TrOTAL STM - SFJTEP. PUTS BUILDING 474, WJ

PRFIT, 6OVYEAD AND coNTINIGGCIES (25%) 118,615

TJrA COST 9,058

CW3T jk' PR.1ARY bSTR'JCTRE. WV4I28

COST J " SHeLTR 27,6.0

IT&)S N Jr INCLUDD

Mecha ical and electrical equipmentAir locks axid decontamination facilities

A.1.17

OOST ESTIMATE - U(XIVTIWLL CJQMCATICI BUILDING

UNITDESCRIPTION UNIT QUANTITY M COST

Earthwork1, main, excavation C.!. $ ,1.35 1 6M2. hand excavation C.. 15 4.00 603. backfill C.!. 266 0.80 234. gravel flU 0.!. 98 3.5o 3435. inr fin C.!. 3 1.50 5gM t ior kI@1 footing C.I". 45 30.00 19350

2. foundation wall GC.r. 99 30.00 2,9703. floor slabs C.!, 100 30.00 3,00014. tf slab C.!. 57 30.00 1,7105. roof slab-lightweight

fill C.!. 42 30.00 1,2606. concrete fill -block Me! 5 30.00 1507. finishing slab S.F. ,421 0.15 8138. bord roof fill S,.F 69693 0.15 1,004

P'oruorkU. vall footings S.F. l,814 0.40 4742. foundation walls S.F. 6,024 0.5O 3,0123. soffit S.F. 19052 0.50 52614. edge S.F. 1714 0.50 88

Reinforcing & eti.T.-;, Ton 5.90 250.00 1,7%2. paper backed mesh (33-44) Sq. 714 15.00 ,lO3. wire meab, (66-44) Sq. 59 6.84 40414. W expansion joint L.F 706 0.10 715. steel Joists Too 11140 380.00 14332

16od fa L.F. 526 0.5 2892. 2:4 beveled cant strip LeF. 556 0.20 1113. 1 fascia L.F. 30 0.65 2014. 5/8 marin plywood S.,. 125 0.145 55. 1 6 sheathing B.?. 130 0.26 3146. 2x6 rafters B.F. 183 0,214 447. slde windows &c counter IA. 3 40.00 1208. messenger shelf Ea. 1 17.00 179. x2 furring strip 3.F. 152 0.16 214

10. x2 blocking L.F. 10200 0.08 96U. iMA trim L.F. 170 0.18 3112. 3/16 co. asbestos S.F. 232 0.30 7013. alum. moulding L.F. 32 0.40 13

A.2.1

COST YST!ILTS -CONENTIfONAL CCO4UICATION BUfIMA

UNITD ES.CRII UNIT QUANTITY PRICE COST

T5 onc. block (8x8x16) S.F. 4,168 0.73 3,0432. 8' conc. lintel block S.F. 352 1.00 3523. 40 conc. block W.. 2t795 0.45 1,2584. 5 x 120 conc. sill- L.F. 170 . . 1.50- 2--5

Doors (Frame & Trim)Io. 2-,1. 0x7, -Owz-3/4"-x/3-12x12' a 1 155.00 155

2. 30"0T."O'xl"3/g""vAl2412 It. sol. core ]a, 2 85.00 170

3. 2-2'-6"x7' -0"xl-3/8'-*/o-12vx12" It. so. core 145.00

4 '. 31-O7'a'-xI-3/4*-soI core Ea. 3 80.00 2405. 3'-0vz6S'.8"xlm3/ 8rntl-O T* &oe a. 4s 4~0-00 606. 2'-8"z6'-8"X1-3/8-hol. core a. 2 40.o0 807. 21-6"z ' -8"xl - 3/80- h o l . core

vw/ouver a. 3 4.500 1358. 3'm0"z61'"z01-3/' -

hol. metal Ia. 2 65.00 1309. 8'-W4xT"XI"3/80"

overhead gae dr. Ea. 2 145.00 29010. 3"O'0x6'-814-3 " -hal. metal-.v/vi. pan Ea. 1 80.00 80

l. 2'-.8"6'-~8"xl-3/4S"hol. metal Ea. 1 60.00 60

Hardware80T. interior doors set 13 8.00 1402. exterior single doors Set 5 15910 753. exterior doubl. doors Set 2 30.00 60

. .___. garage doors S_ 2 20.00 4o

Lath & Plaster1. r ia ' ,t & plaster

elg. - s. . SA. 570 3.5o 1,9952. 3 coat plaster on

concrete S.Y. 275 2.50 6883. metal lath & plaster

on chan. 5.7. 432 3.50 1,5124. acoustio plaster on

concrete S.7. 45 4.20 1895. acoustic plaster

clg. on M.L. S.T. 17 5.00 856. acoustic plaster

oc M.L. & chan. S3.. 31 6.00 186

A.2.2

COST WTIM'AF - CONT4EWICtiAL C~OiWICATI0?N WfLD23

UNITDESCRIPT ION UNIT 0-NIY PIE=

Atphelt Tile1. I/d" asphalt tile anccrete S.. 4,175 0.28 I,69

2. 411 rabber base L.P. 707 0.35 247Roofin and 3. X.Is 5 pl iU rooT 2

rigid iaul. Sq. 68 55.00 3,7402. !&x6 corper gutter LU. 526 2.25 1,1833. 80 16 oz. gutter flaahirl L.F. 526 0.60 3164. 16 os copper gravel stop L.F .5 0.70 3895. ThruaucaWflashing S.F. 30 1.00 306. 2249 copper leader L.P* 91 2.50 2287. tbru11ll water

blok flasebi S.F. 932 1.00 9328. nourastral sill flshing S.. 141 0.20 289. alum. wall vents a. 2h 7.50 180

10. fan housing flashing a. 2 13.00 26

I. 5 ply webrans vaterproofing S.F. 5,284 0.40 2,11a2. foundation waterproofing S.F. 56O 0.15 e3. Interior Owproofing S.F. 4,498 0.15 675Oazn

1. vidow glass s.7. 693 0.35 2432. obscur.e glass S.,. 18 0.6o 113. virs glass S.?. 33 0.75 28

x iscelaneoous Metals

1 30 O.D. pipe eole L.r. 18 2.00 362. metAl thrsshold-38,3'40 Ia. 2 15.oo 303. metal threabold-3wx3'-m0 fa. 5 15.00 75k. 6t 8.2# pipe @lem Lbs. 66 0.20 135. 2'-60x2'-69steel trap dr. ga. 1 60.00 606. 20 pipe sleeve - no caps 3a. 24 1.00 247 2 pipe sleeve - with caps a. 16 2.508. 3/x 2. C.I. ladder rung La. 6 2.10 139s mise. bolts and anchors L.S. 100.00 100

Is nto1 Joint L.F. 80 0.20 162. wndowss, doors and grilles L.?. 950 0.20 190

A2.-3

COST SMUTS GONVWIIONAL COMNICATII( BUIIDII3

MNITDESCRIPTION UNT QT PRICE COST

Metal Windows

I* 3,-5-w ,-PT-arch proJ. 1" 13 45.00 585

2. 31.5"X5.4U..fixed za. 10 40O.00 4003* 31m5"x2'.90arch proj. Ea. 14 31.00 12144. 6'-10x2'-90-arch proj. a. 1 5.0059 6I-lOuX2t-9"-fizd Sal 8 50.00 4006. 71-9"X5'-%'-seourity a. 1 120.00 1207. 3"9*x5' -59-security Ia. 2 62,00 1214

basset . 1 12.00 12

Cerude TileTW a=e 4 S.F. 223 1.75 3902. floor tile S.?. 9 1.75 166

paintin" and vindowa (3 coats) S.F. 2,712 0.11 4MO2. block (2 coats) S.F. 6,000 0.10 6003. plaster (3 oats) S.F. U,0494 0.12 1,3794. fascia & trim (3 coats)' ,. s 0.12 485- steel Joists (1 coat) Too U1.40 8.00 91

TOTAL SEW $ 53,462

POTT OVAD AND ONTIMNCIS, (2 %) 13,366

TOTAL COST 669828

ITE4 lOT INCITDEDCofts am taken from Original FRatite

Xlectrical 7,9974Air Conditioning and Ventilation

.2."4

MST ESTIhTZ - 10 roI BLAST RESISTANT 00DQ4UNIC, TION BUILDID

UNITDESCIPTION UNIT QUANTITY MRICE _ST

BarthworkI* meE excavation C.T. 660 $1.35 i 8912. hand excavation C.T. 22 !4.o0 883. backfill C.T. 213 0.80 1704. cinder fill C.Y. 3 1.50 55. gravel fill CO..9 3.50 347

Concrete Work. rooft slab C.T. 157 30.00 .,7102. roof bea C.T 21 30.00 6303. ,alls C.r, 330 30.00 ,994. floor slab C.. 06 30.00 15. cobnr COTO 6 30.00 1&,6. fooins CO. 60 30.00 .18007. stairs (on grade) C.. 3 30.00 908. finishing slab S.F. 5,31, 0.15 797

For,,orkT. 7roof slab S.F. bI,882 0.60 ,9292. roof beau S.F. 687 0.90 6183. wlls S.F. 18,950 0.60 1 3704. Colimns S.F. 586 0.80 .695. footings S.F. 1,71. 0.40 6986. stairs (on grade) S.F. 127 0.80 1O

ReinforclngI* rods Tons 59. A0 250.00 1 ;:502. vi" esh (66xJ) Sq. 54 6.8h )69

Structu-ral Stel1. steel oirTi Tons 0.90 380.00 3L2

Blast Doors1. stru twal steel Tons 3.70 100.oo ';2. Robertson roof deck Tons 0.50 750.00 )75

L €one. block (8x8x.,) S.F. 470 0.73 32. cone. block (jxbx6) 5.F. lo30 0.45 ,L3. 5 x 12" con. sill L.. 15 1.50 23

A.2.5

ATT ~ ~ ~ ~ ~ c . '3TN 1~NICATION BUIIZfINO

UNIT

U$1., R1 1 NIT QUTT PRiICE COST

S aceL.F. 70 0.55 39

a1IIt J+& Ea. 3 Lo0.oo 120-L. 8OrA;e Ea. 1 17.00 17

~ ur1Strr .F. LI;2 0.16 2(.* " rlckcklry 1..?. 1, 2C0 0.08 96

7* ;, ~.*t~c.? 232 0.30 70~.*XL. .ru1Adng L.F, 32 0.L40 13

-'.& .E. a. 1 155.00 155S

1.'.. scl. Zaoc. ?A 2 85.00 170

Lt, 1'c. Corti ZA 1 3), .00 1L~5L. 3'-"Cx./ Sol. core FA s 3 80.00 240~5. ;'-" core L 0.00 16o

c, c r. e E 2 LO 00 80

vI'eEa. 3 45.00 13.)Ho~ ii. me.,a3 ?A.s 2 65.00 130

- dr. Ea. 2 1145.00 010. nI. XrN-3 t

v/Ye.rAn Ea. 1 80.00 80. 4..nL9.(1.,t4 )A &~. meWa Ea. 1 60.m) 60

T. ztr.cr Jo(orm Set 13 8.00 1042. qrerir Oinle doorn Set 5 15.00 753. ext*riar doutle doce Set 2 30.00 60b. garocz doors Set 2 20.00 L4C

La tt & Plarter4, zmtsltTh & plaster cis> S.J. S.Te 52 3.5o 182'

2. ar.:Ltir plaster- cn cone. S.!. 45 4.20 189'.acoietit .lAster clg. on Va. S.T. 17 5.00 85

ac..mtit pl.aster on ML. @a. S.Y. 31. 6.00 186

rzts1t Tile~t~T o' arhait tile ot conf!. S.F. o417 .28116

4 ru-*ber b~ae L.F. V 7 0.35 204

CST ESTIMATE - 10 PSI BLAST RESISTANT XWENICATION BUILDING

UNITDESCRIPTION UNIT QUAN IfTT PRICE COST

Roofing & Sheet Metal1. 5 ply B/tI roof o 2" rigid nsul. Sq. 55 55.00 3,0252. Lx6 copper gutter L.F. 526 2.25 1,183. 8 16 o. gutter flashing %.F. 526 0.6o •316L~. 2"xLm copper leader L.F. 91 2.50 2285. tiruvall cap flashing S.F. 30 1.00 306. thrwall water block flashing S.F. 932 1.00 932

Watermroofi%

S. 5 ply menbrane S.F. 5,284 o.-4o 2 13L2. foundation waterproofing S.F. 560 0.15 S43. interior damproofing S.F. jhe98 0.15 675

. Window glass S.F. 90 0.35 32

Metal Windows1-50x5"5" - arch. proJ. Ba. 3 45.00 135

Miscellarwous Metals1. metal threshold - 3"x5'-O" Ea. 2 15.00 302. metal threshold - 3Px3'-0 Na. 5 15.00 753. 6 8.2# pipe sleeve - 1 unit lb. 66 0.20 134. 2,-6"x2,-6" steel trap door Ea. 1 6o.oo 605. 2". pipe sleeves - no cape Ea. 24 1.00 246. 2" pipe sleeves -with cape Ea. 16 2.50 LO7. 3A"x12" C.I. ladder rungs Ea. 6 2.10 138. misc. bolts & anchors L.S. - 00.8C 100

Ceramic Tile1. wal tile S.F. 223 1.75 3902. floor tile S.F. 95 1.75 166

Pilnting1. dT-s & windows (3 coats) S.F. 1, 0 0.15 1652. ecrete t block (2 coats) S.F. 17,91 0.10 lv79

A.2.7

COST ESTIMATE 10 PSI BLAST RESISTAUTr O1MICATION I.RUILDDNO

COST

TUTAL SUM 8 73 aJ4

PRYIT.- OVMUM AND CO?TUOIavCIS (2% 8,362.

TAL COST905

COST O' PRD' ARY 9W== U 2,4

COSTT(1 =:2t 9D369

ITDI3 NOT DiCLUDID

Xechwbaul and electical eqipsmt

Air locks and deooctudati facilitis

A,2.8

COST ESTIMATE - 20 P6I BLAST RESISTANT COWMUNICATION HJILDINO

UNKITDESCRI PTICP QUMT PRICE COS9T

Earthwork1. achns excaation C.r. 841. $ 1.35 $ 1,1352. hand excavation C.T. 4L.0o 1803. backfill C.Y. 353 0180 2824. cinder fill C.T. 3 1.5o 55. gravel fill C.. 99 3.5o

Concrete Work1. roof-ajab C.y. 211 30.00 6,3302. roof bems C.!. 28 30.900 84~03. wells C.T. 3r 30.00 11,1314. floor slab C.!. 181 30.00 5,4305. columns C.!. 6 30.n0 1806. footings C.!Y. 73 30.00 2,1907. stair (on grade) c.. 3 30.00 908. finishing slab S.F. 59350 0.15 802

Forum rI. slab S.F. 4,705 0.60 2,8232. roof beams S.F. 747 0.90 6723. wells S.F. 200644i 0.60 1293864i. colurne S.F. 572 3.80 6.5. footings S.F. it 8W 0.40 1386. stairs (on grade) S.F. 134 0.80 107Reiforcina

1. ro Tons 86,6n 250.00 21,6502. wirs mesh (66IW) Sq. 5 6.84 3693. paper backed inah (3 rb) Sq. 5 15.00 75

Sructural Steel. steel Joists Tons C.90 380.00 342

Blast DoorsI. struca steel Tons 6.5D o00.0o 2,6O2. Robertson roof deck Tons 0.50 750.00 375

MasonryT. cone. block (8x8x16) S.F. 470 0.73 332. cone, block (14xexi6) S.F. 1,1430 O.lsS 6W443. 5x12" cono. sill L.F. 15 1.50 23

A.2.9

C(T ESTIMATIS - 20 PSI BLAST RESISTANT CC(OUNICATICN BUILDING

UNITESCM PTItN UNIT QU ANTI Tr P FnC a COST

1. mood fascia L.F. 70 0.5 392. 14h beveled cant. strip LeFe 70 0.20 Ui3. slide windows & counter Ea. 3 O.00 120. ssenger shelf 3a. 1 17.00 17

5. lx2 furring strip S.F. 152 0.16 246. lx2 blocking L.P. 1,200 0.08 967, 3/16 ce. asbestos S.F. 232 0.30 708. alum. moulding L.F. 32 O.4O 13

Door* (Frami & Trim)1. 2-2-6"x71 -oxl -3A"-/3-12"x12" Ea. 1 155.00 155.. 31 -ONZT' -O"xl-3A" -wA1-12*x1 20

Lt. Sol. core Ea. 2 8;.00 1703, 2-2 &'x7' -O"x -3/4'*-wA-12"x12"

Lt. Sol. core Ea. 1 145.00 1i54. 31 -jx7'-O"xl-3/L" - @ol. core 19a. 3 80.00 2405. 3,-o.-6,-8"xl-3/8 - l. core Ea. 5 Woo 2006. 2'-8"z6'-8"xl-3/8" - Hol. core ga. 2 140.00 807. 2'-6MX6'-8"xl-3/8" - Hol. core

v/lourre &a* 3 k5.oo 1358. 31-.o0 ,...,-3 . - ,ol. metal Ea. 2 65.oo 1309. 8'-O"x7'-O"xl-3/8" - overhead dr. Ea. 2 145.00 29010. 3'-O"x6'-8"lx-3/8" - Rol. metal

v/via. pan. Ea. 1 80.00 8011. 2'-88x6'-8"xl-3A" - Hol. mtal Ea. 1 6D.00 60

Hard vir1. inzror doors Set 13 8.0 1042. exterior sigle doos Set 5 1.00 753. exterior double doors Set 2 30.00 604. garage doors Set 2 20.00 W4

Lath & Plaster1. tmtal ah & plaster clg. S.J. S.Y. 52 3.50 1822, acoustic plaster on conc. SJT. 145 4.20 1893. aoustic blaster clg. on M.L. S.1. 17 F.00 854. acoustic plaster on M.L. & chan. S.1. 31 6.00 186

Aphalt Tile1. 15- arphlt tile on cone. S.F. 49175 0.28 1,1692. hO rubber base L.F. 707 0.35 247

A.2.10

COST k=TIMATE - 20 PSI BLAST RZSISTA'T CO UICATION BUILMENO

.T

Di IPTT'N UNIT JUATITY Pt1 CZ MST

Roofine & Sheet Metal1. 5 ply B/U roof + 2" rigLd in.su. Sq. 55 5 /. 3,0252. Lx6 copper gutter L.Y. 526 2.25; 193. 8" 16 or. gutter flashing L.F. 526 0.60 3164, 2"x4" eaprer leader L.F. 91 2.5t) 2285. thruwall cap flashing S.F. 30 1.0r) 306. thruwall water block flashing S.F. 932 1.0) 932

WaterproofingzT.- 5 plymbrane S.F. 5,284 0.1It 2,ll

2. foundation waterproofing S.F. 560 0.15 843. intorior dampprooftng S.F. ,498 0.15 675

dow glaas S.F. 90 0.35 32

Metal Window

1T3,5"S 5 - arch proj. Ua. 3 L45.oo 135

iucellaneoue Metals1. mtal threshold - 3"Z5'-0" Ea. 2 15.00 302, wtal threshold - 3"3'-0 Ea.S 15.oo 753. 6 8. pipe eve - unit Lb. 66 0.20 134. 2' -x21-A" stel trap door Ea. 1 60.00 605. 20 pipe slews - no cape &a. 24 1.00 246. 20 pipe sleeves - ,ith caps Sa. 16 2.50 407, 3/-12" C.I. ladder rungs sa. 6 2.10 138. mdPc. bol. & anchor@ o.3. -0 no.O0 100

Coramic Tile1.:wll T eT SOY* 223 1.-15 3902. floor tilo S.F. 95 1.75 166

& windc-i, (3 coatA) S.F. 1,100 0.15 1652. concrete ',. block (2 coats) S.F. 17,91 O.lin l,7L9

A.2.11

/:

C.4T £STiATE, - 20 PSI BIAST RISr'I'i n.7.,A7 TE" bITID,

TOTAL SM $ 88#543

PROFIT OVUU!ZA AND CONMIGNr~CIES (2g1) 2.29136

TOTAL COST 1.0,9 679

COST C "MU RY & TR7M , 1O093

CoST OF qo ,Tm. 2Oo6

ITEMS NOT INCLUDED

Moanical and electrical equipmuftAir locks and deoontamination facilities

A.2.12

OST ESTIMATE - 30 PSI BLAST RESISTANT COWUNICATION BUILMN3

UNITD&SCH PTION U QUANTITY PICE COST

Earthwork1. machine excavation C.!. 924s $ 1.35 $ 1,2472. hand excavation C.!. 80 4.00 3203. backfill C.!. 408 0.80 3264. cinder fill C.Y. 3 1.50 55. gravel fill C.!. 79 3.50 347

Concrete Work1. roof slab C.!. 231 30.00 6,9302. roof bear', C.Y. 40 30.00 1,2003. valls C.Y. 547 30.00 16,L10L. floor slab C.!. 115 30.00 3,,4505. column, C.Y. 7 30.00 2106. footings C.!. 110 30.00 3,3007. stairs (on grade) C.Y. 3 30.00 908. finis-hing slab S.F. 5,392 0.15 809

ForwworkT 7rof slab S.F. h660 0.60 2p7962. roof boams S.F. 871 0.90 7843. walls S.F. 20,958 0.60 12,5754. columns S.F. 727 0.80 5825. footings S.F. 2,!b9 0.40 6606. stairs (on grade) S.F. 134 0.80 107

Reinforcni1. rods Tone 126.60 250.00 31 6502. wire mesh (66 x 4) Sq. 5L 6.84 Y93. paper backed mesh (33 x 44) Sq. 5 15.00 75

Szrrctural Steel1. steel Joists Tons 0.90 3rO.00 342

Blast Doors1. strutal steel Tonr 8.20 LO.00 3.2802. Robertson roof deck Tons 0.70 750.00 525

Masonrr1. onc. block (8zBxl6) S.F. 70 0.73 3432. cone. block (Lx8xl6) S.F. 1,40n 0.45 6443. 5" x 12" cone. sill L.F. 15 1.5o 23

A.2.13

COST ESTIMATE - PSI BLAST RESISTANT C(IQMUNICATICN BJILDING

UNITVSCRIPTION UNIT PUNITRICE 'COST

1,.....