2800 2nd Street SW, Albuquerque, NM, 87102 505-247-3725, 505-243-4875 FAX

May 6, 2010 Job No.: 10-11 Janstar Builders, Inc. Building E, Suite 6 4811 Hardware Drive, NE Albuquerque, NM 87109 Attention: Marvin Valverde, PM / Chip Jansen Reference: A. Montoya Elementary School – Kindergarten Addition

Tijeras, NM Subject: Submittal for Coreslab Hollowcore

Project Specification 03 41 50 Enclosed is the submittal for the above referenced project. I have included the following items:

8” Hollowcore Patio – Layout, Sections and Details Korolath bearing pad information Structural design calculations Fire-resistance calculations Hollowcore concrete mix design

Please note the following:

Verify layout and dimensions. Verify design loadings. Verify connection details with EOR. All connections and lateral designs are to be

specified by EOR. All loose items, blockouts, and filled cells are performed in field and are to be

provided by others. LEED submittal information will be forwarded to you next week by Mr. Robert

White, Coreslab project manager. If you have any questions on the above please call me at (505) 247-3725 ext. 232 or Robert White at ext. 248. Sincerely, David R. Jarmul, PE Engineering Manger

05/06/10

2800 2nd Street SW, Albuquerque, NM, 87102 505-247-3725, 505-243-4875 FAX

Cover Sheet: 1 of 9

STRUCTURAL DESIGN CALCULATIONS

Date: May 6, 2010 Job No.: 10-11 Project: A. Montoya Elementary School Addition (8” Hollowcore Patio) Prepared By: Burl Applegate, EIT Checked By: David Jarmul, PE Criteria: Precast prestressed components are designed to comply with:

• ACI 318-05 • PCI Design Handbook 6th Edition

Loads: Precast prestressed components are designed to resist the following gravity loads:

• Hollowcore (self weight): o 8” Hollowcore = 51 psf o Superimposed dead load = 20 psf o 2” Concrete topping = 25 psf

• Live Loads: o LL = 100 psf

Materials:

• 8” Hollowcore: f’ci = 3,500 psi @ release; f’c = 5,000 psi @ 28-days • Prestressing steel: ASTM A-416, ½” dia., 7 wire Lo-Lax strands, grade 270 ksi • Steel reinforcement: ASTM A-615, grade 60 (NA)

Notes:

• Pre-Cast Hollowcore design based on gravity loads only. • Lateral supporting structure loads and connections are to be specified by the

engineer-of- record (EOR).

Index: • Design Summary Sheets 2 of 9 • “Presto” Hollowcore (Strand Design) Sheets 3-9 of 9

Project: Montoya ElementaryJob #: 10-11 sheet 2 of 9Date: 5/6/2010By: SBAProduct: 8" Hollowcore

Design Categories

LENGTH WIDTH Add DL LL # 1/2" Pull Topping Hangers(ft) (ft) (psf) (psf) Strands kips at release at erection

Mark 1 20.18 4 20 100 3 26.9 2 - 0.13 0.22Mark 2 19.86 3 20 100 2 26.9 2 - 0.1 0.18

Mark 3A 13.56 3 20 100 2 26.9 2 - 0.06 0.11

CAMBER (in)

** Strand pattern is subject to change depending on pouring schedule. The number of strands listed here is the minimum required for design. Highlighted designs are worst case conditions and are provided in calculations.

Location Category

A

Coreslab Structures PHONE: 505-247-3725 | SHEET 3 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition INPUT DATA -------------------------------------------------------------------------------------- PROJECT DATA Project Name : A. Montoya School Addition User Job Number : 10-11 State : NM State Job Number : Description : 20'-2" - 4HC8 + 2" Topping + : 20 PSF DL + 100 PSF LL Design Code : ACI 318-05 PRECAST DATA SPAN DATA CONCRETE DATA Section Id : 8" Elematic Overall Len : 20.17 ft Precast Type : HOLLOW CORE Support Loc Left,ft Right,ft f'c,psi : 5000 Area,in2 : 195.5 Release : 1.00 1.00 f'ci,psi : 3500 Yb,in : 4.1 Final : 0.13 1.25 Wc,lb/ft3 : 150.0 M.I.,in4 : 1587 Boundaries : 2.00 2.00 Ec,ksi : 4286.8 Bfl-top,in : 48.00 Use Boundary: NO Eci,ksi : 3586.6 Tfl-top,in : 0.95 Location : INTERIOR fct,psi : 0 H,in : 8.00 eccu : 0.0030 Bfl-bot,in : 48.00 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in : 0.95 f'ct,psi : 3000 Web extnt,in : 48.00 Release Comp,psi Tens,psi Wct,lb/ft3: 150.0 Shear wid,in : 10.20 Prec-top 2100.0 -177.5 Ect,ksi : 3320.6 V/S,in : 0.92 Bottom 2100.0 -177.5 Aoh,in2 : 276.00 Final Total Class U PHI FACTORS ph,in : 104.00 Topg-top 1800.0 -328.6 Prec-top 3000.0 -424.3 Compress : 0.65 Bottom 3000.0 -424.3 Tension : 0.90 Final Total Class T Shear : 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-top 3000.0 -848.5 Concrete,T: 1.00 Bottom 3000.0 -848.5 Steel : 1.00 Final Sustained Prestress : 1.00 Topg-top 1350.0 Bearing : 0.85 Prec-top 2250.0 Bottom 2250.0 LOAD MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg DL Factor : 1.000 1.200 At erection MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt : 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress : 1.80 1.80 Shoring : NONE LL/SL Fac : 1.000 1.600 Final Transform : NO Self Wt Self Wt : 2.70 2.40 Bearing : NO Release : 1.000 Prestress : 2.45 2.20 Comp Shear: NO Final : 1.000 S.D.L : 3.00 3.00 Hor Shear : NO Bearing : 1.150 Topg Wt : 0.00 2.30 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. -------------------------------------------------------------------------------------- TOPPING DATA Dimensions : Topg.,in Gap,in Topg. Adjust.,in : 0.00 Ecc.,in : 0.000 Width : 0.00 / 48.00 Thickness : 2.00 / 2.00 for 20.17 ft --------------------------------------------------------------------------------------

Coreslab Structures PHONE: 505-247-3725 | SHEET 4 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition OPENING DATA None -------------------------------------------------------------------------------------- LOADING DATA Ecc,in Description SW 0.204 k/ft at 0.00 ft to 0.204 k/ft at 20.17 ft 0.000 Self Weight Topp 0.100 k/ft at 0.00 ft to 0.100 k/ft at 20.17 ft 0.000 Topping Wt SD 0.020 k/ft2 at 0.00 ft to 0.020 k/ft2 at 20.17 ft 0.000 20 PSF DL LL 0.100 k/ft2 at 0.00 ft to 0.100 k/ft2 at 20.17 ft 0.000 100 PSF LL -------------------------------------------------------------------------------------- PRESTRESSED STRAND DATA Strand ID: 1/2-270K-LL LOW RELAXATION Fpu,ksi : 270.00 Area,in2 : 0.153 Dia,in : 0.50 Eps,ksi : 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses : PCI Hours to release: 24.00 Rel. humidity: 75 -------------------------------------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA Strands: 3.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull : 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length : 25.00 in Basic Development Length : 82.23 in Strand patterns Ycg, in = 1.50 (left) 1.50 (mid) 1.50 (right) Left Mid Right Straight ( 5) 3.00 at 1.50 in -------- ( 5) 3.00 at 1.50 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 3.00 1.50 1.50 1.50 0.65 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.0% -------------------------------------------------------------------------------------- REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi : 30.0 Fy,ksi : 60.0 Rebar Development Length Multiplier : 1.00 -------------------------------------------------------------------------------------- REBAR PATTERN DATA None STIRRUPS DATA: None -------------------------------------------------------------------------------------- STEM MESH DATA: None -------------------------------------------------------------------------------------- BEARING STEEL DATA Fy,ksi : 60.0 Nu/Vu : 0.200 Length,in : 0.00 Width,in : 0.00 Dist to Brg,in : 0.00 Theta,min : 0.00 Theta,max : 0.00 Theta,increment : 0.00 --------------------------------------------------------------------------------------

Coreslab Structures PHONE: 505-247-3725 | SHEET 5 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition DESIGN SUMMARY -------------------------------------------------------------------------------------- MEMBER INFO ----------- Section Id : 8" Elematic Support Loc Left,ft Right,ft Type : HOLLOW CORE Release : 1.00 1.00 Overall Len,ft : 20.17 Final : 0.13 1.25 Location : INTERIOR Boundaries : 2.00 2.00 f'c,psi: 5000 f'ci,psi: 3500 f'ct,psi: 3000 Strand ID: 1/2-270K-LL LOW RELAXATION Eps,ksi: 29000.0 Strands: 3.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Ycg,in = 1.50 (left) 1.50 (mid) 1.50 (right) Release Losses,%: 3.32 at 2.08ft Final Losses,%: 12.25 at 18.09ft STRESSES (psi) -------------- -------- Allowable ------- -------------- Computed -------------- Topping Top Bottom Topping/Loc Top/Loc Bottom/Loc RELEASE STRESSES Compression ---- 2100.0 2100.0 ---- 145/10.09 866/18.09 Tension ---- -177.5 -177.5 ---- -47/18.15 at the Ends ---- -355.0 -355.0 ---- FINAL STRESSES Compression 1800.0 3000.0 3000.0 305/10.09 518/10.09 700/18.09 Tension -657.3 -848.5 -848.5 -1/18.15 -21/10.09 ULTIMATE STRENGTH VERTICAL SHEAR AND TORSION ------------------- -------------------------- Loc,ft : 10.09 Loc,ft : 18.15 Mu,k-ft : 48.0 Vu,k : 9.5 pMn,k-ft : 73.7 Tu,k-ft : 0.0 pMn/Mu : 1.54 Mu,k-ft : 6.8 Aps,in2 : 0.46 Vc,k : 20.8 fse,ksi : 158.31 Tlim,k-ft : 7.7 As,in2 : 0.00 Av+2At : 0.00 A's,in2 : 0.00 Al,in2 : 0.00 dsc,in : 8.50 S-max,in : 6.00 c,in : 1.18 Loc,ft : 18.15 a,in : 1.00 f-act,psi : 144 fps,ksi : 267.67 f-alw,psi : 659 PROPERTIES AND ANALYSIS RESULTS ------------------------------- Loc,ft : 2.02 6.05 10.09 14.12 18.09 Ac,in2 : 269.86 269.86 269.86 269.86 269.86 Ic,in4 : 2905.2 2905.2 2905.2 2905.2 2905.2 Mu,kft : 17.5 41.7 48.0 36.3 7.4 Vu,k : 8.2 3.8 0.7 5.1 9.5 CAMBER AND DEFLECTIONS (in) --------------------------- Release Erection Final Erection Mult. Final Mult. Loc,ft : 10.09 10.09 16.14 Prestress : 0.21 0.41 0.25 Prestress : 1.80 2.20 Self Wt : -0.09 -0.18 -0.11 Self Wt : 1.85 2.40 DL-Prec : -0.00 DL : 3.00 Topping : -0.04 Topping : 2.30 SD-Comp : -0.02 SL-Sust L : -0.00 LL-Live : -0.04 TOTAL : 0.13 0.22 0.04

Beam cross/section showing strand pattern

(Section Id: 8" Elematic)

Coreslab Structures 2800 2nd Street SW Albuquerque NM 87102

Sheet: DS-1 Job No: 10-11

Program: PRESTO® Version: 8.7.0

Copyright©LEAP Software, Inc 2005 www.leapsoft.com

By: drj Date: May 5, 2010

File Name: 10-11 Mark 1.20.17'.prt

Units: US (English) Design Code: ACI 318-05

Coreslab Structures PHONE: 505-247-3725 | SHEET 7 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition INPUT DATA -------------------------------------------------------------------------------------- PROJECT DATA Project Name : A. Montoya School Addition User Job Number : 10-11 State : NM State Job Number : Description : 13'-6" - 4HC8 + 2" Topping + : 20 PSF DL + 100 PSF LL : Mark 3A Design Code : ACI 318-05 PRECAST DATA SPAN DATA CONCRETE DATA Section Id : 8" Elematic Overall Len : 13.56 ft Precast Type : HOLLOW CORE Support Loc Left,ft Right,ft f'c,psi : 5000 Area,in2 : 195.5 Release : 1.00 1.00 f'ci,psi : 3500 Yb,in : 4.1 Final : 0.13 2.22 Wc,lb/ft3 : 150.0 M.I.,in4 : 1587 Boundaries : 2.00 2.00 Ec,ksi : 4286.8 Bfl-top,in : 48.00 Use Boundary: NO Eci,ksi : 3586.6 Tfl-top,in : 0.95 Location : INTERIOR fct,psi : 0 H,in : 8.00 eccu : 0.0030 Bfl-bot,in : 48.00 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in : 0.95 f'ct,psi : 3000 Web extnt,in : 48.00 Release Comp,psi Tens,psi Wct,lb/ft3: 150.0 Shear wid,in : 10.20 Prec-top 2100.0 -177.5 Ect,ksi : 3320.6 V/S,in : 0.92 Bottom 2100.0 -177.5 Aoh,in2 : 276.00 Final Total Class U PHI FACTORS ph,in : 104.00 Topg-top 1800.0 -328.6 Prec-top 3000.0 -424.3 Compress : 0.65 Bottom 3000.0 -424.3 Tension : 0.90 Final Total Class T Shear : 0.75 Topg-top 1800.0 -657.3 Concrete,P: 1.00 Prec-top 3000.0 -848.5 Concrete,T: 1.00 Bottom 3000.0 -848.5 Steel : 1.00 Final Sustained Prestress : 1.00 Topg-top 1350.0 Bearing : 0.85 Prec-top 2250.0 Bottom 2250.0 LOAD MULTIPLIER Service Ultimate CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg DL Factor : 1.000 1.200 At erection MISCELLANEOUS DATA SD Factor : 1.000 1.200 Self Wt : 1.85 1.85 Lr/S/R Fac: 1.000 0.500 Prestress : 1.80 1.80 Shoring : NONE LL/SL Fac : 1.000 1.600 Final Transform : NO Self Wt Self Wt : 2.70 2.40 Bearing : NO Release : 1.000 Prestress : 2.45 2.20 Comp Shear: NO Final : 1.000 S.D.L : 3.00 3.00 Hor Shear : NO Bearing : 1.150 Topg Wt : 0.00 2.30 Bi-Linear : YES The Lr/S/R Loads are modeled as Superimposed Dead Loads. -------------------------------------------------------------------------------------- TOPPING DATA Dimensions : Topg.,in Gap,in Topg. Adjust.,in : 0.00 Ecc.,in : 0.000 Width : 0.00 / 48.00 Thickness : 2.00 / 2.00 for 13.56 ft --------------------------------------------------------------------------------------

Coreslab Structures PHONE: 505-247-3725 | SHEET 8 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition OPENING DATA Type Width Length from Start from Center Line Rectangular : 1.00 ft by 13.56 ft at 6.78 ft offset 1.50 ft -------------------------------------------------------------------------------------- LOADING DATA Ecc,in Description SW 0.153 k/ft at 0.00 ft to 0.153 k/ft at 13.56 ft 0.000 Self Wt Topp 0.075 k/ft at 0.00 ft to 0.075 k/ft at 13.56 ft 0.000 Topping Wt SD 0.020 k/ft2 at 0.00 ft to 0.020 k/ft2 at 13.56 ft 0.000 20 PSF DL LL 0.100 k/ft2 at 0.00 ft to 0.100 k/ft2 at 13.56 ft 0.000 100 PSF LL -------------------------------------------------------------------------------------- PRESTRESSED STRAND DATA Strand ID: 1/2-270K-LL LOW RELAXATION Fpu,ksi : 270.00 Area,in2 : 0.153 Dia,in : 0.50 Eps,ksi : 29000.0 Length Multipliers: Transfer Development Bonded: 1.00 1.00 Debonded: 2.00 2.00 Losses : PCI Hours to release: 24.00 Rel. humidity: 75 -------------------------------------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA Strands: 2.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Pull : 0.65 * fpu * Area = 26.85 kip per strand Basic Transfer Length : 25.00 in Basic Development Length : 82.82 in Strand patterns Ycg, in = 1.50 (left) 1.50 (mid) 1.50 (right) Left Mid Right Straight ( 5) 2.00 at 1.50 in -------- ( 5) 2.00 at 1.50 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull Debonding,ft No Strands Left----Depr----Right Frac Left---Left Middle Right---Right 1 2.00 1.50 1.50 1.50 0.65 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands: per Row = 40.0% Total = 25.0% -------------------------------------------------------------------------------------- REBAR DATA Tension Steel Shear Steel Es,ksi : 29000.0 Fy,ksi : 60.0 Fs,ksi : 30.0 Fy,ksi : 60.0 Rebar Development Length Multiplier : 1.00 -------------------------------------------------------------------------------------- REBAR PATTERN DATA None -------------------------------------------------------------------------------------- STIRRUPS DATA: None -------------------------------------------------------------------------------------- STEM MESH DATA: None -------------------------------------------------------------------------------------- BEARING STEEL DATA Fy,ksi : 60.0 Nu/Vu : 0.200 Length,in : 0.00 Width,in : 0.00 Dist to Brg,in : 0.00 Theta,min : 0.00 Theta,max : 0.00 Theta,increment : 0.00

Coreslab Structures PHONE: 505-247-3725 | SHEET 9 OF 9 2800 2nd Street SW Albuquerque, NM 87102 | JOB NO. 10-11 PROGRAM: PRESTO v. 8.7.0 LEAP Software Inc., Tampa, Fl | BY drj DATE May 5, 2010 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE --------------------------------------------------------------------------------------- PROJECT: A. Montoya School Addition DESIGN SUMMARY -------------------------------------------------------------------------------------- MEMBER INFO ----------- Section Id : 8" Elematic Support Loc Left,ft Right,ft Type : HOLLOW CORE Release : 1.00 1.00 Overall Len,ft : 13.56 Final : 0.13 2.22 Location : INTERIOR Boundaries : 2.00 2.00 f'c,psi: 5000 f'ci,psi: 3500 f'ct,psi: 3000 Strand ID: 1/2-270K-LL LOW RELAXATION Eps,ksi: 29000.0 Strands: 2.00 Draped Strands: 0.00 Profile: SYMMETRICAL - ZERO POINT (STRAIGHT) Ycg,in = 1.50 (left) 1.50 (mid) 1.50 (right) Release Losses,%: 3.01 at 11.00ft Final Losses,%: 11.59 at 11.00ft STRESSES (psi) -------------- -------- Allowable ------- -------------- Computed -------------- Topping Top Bottom Topping/Loc Top/Loc Bottom/Loc RELEASE STRESSES Compression ---- 2100.0 2100.0 ---- 9/ 7.00 776/11.00 Tension ---- -177.5 -177.5 ---- -56/ 2.00 at the Ends ---- -355.0 -355.0 ---- FINAL STRESSES Compression 1800.0 3000.0 3000.0 101/ 6.00 120/ 6.00 760/11.00 Tension -657.3 -848.5 -848.5 -9/12.00 -88/11.00 ULTIMATE STRENGTH VERTICAL SHEAR AND TORSION ------------------- -------------------------- Loc,ft : 4.00 Loc,ft : 11.00 Mu,k-ft : 11.0 Vu,k : 4.5 pMn,k-ft : 37.6 Tu,k-ft : 1.8 pMn/Mu : 3.41 Mu,k-ft : -0.4 Aps,in2 : 0.23 Vc,k : 14.8 fse,ksi : 156.19 Tlim,k-ft : 7.4 As,in2 : 0.00 Av+2At : 0.00 A's,in2 : 0.00 Al,in2 : 0.00 dsc,in : 8.50 S-max,in : 6.00 c,in : 0.79 Loc,ft : 11.00 a,in : 0.67 f-act,psi : 110 fps,ksi : 268.55 f-alw,psi : 651 PROPERTIES AND ANALYSIS RESULTS ------------------------------- Loc,ft : 1.00 4.00 7.00 10.00 12.00 Ac,in2 : 202.40 202.40 202.40 202.40 202.40 Ic,in4 : 2178.9 2178.9 2178.9 2178.9 2178.9 Mu,kft : 3.6 11.0 11.1 3.7 -1.0 Vu,k : 3.7 1.2 1.2 3.7 1.3 CAMBER AND DEFLECTIONS (in) --------------------------- Release Erection Final Erection Mult. Final Mult. Loc,ft : 7.00 6.00 6.00 Prestress : 0.08 0.13 0.15 Prestress : 1.80 2.20 Self Wt : -0.01 -0.02 -0.03 Self Wt : 1.85 2.40 DL-Prec : -0.00 DL : 3.00 Topping : -0.01 Topping : 2.30 SD-Comp : -0.01 SL-Sust L : -0.00 LL-Live : -0.01 TOTAL : 0.06 0.11 0.10

Page 1 of 3

April 1, 2010

HOLLOWCORE MIX DESIGN Cementitious Materials Type I/II cement is used in the hollowcore mix from the GCC Rio Grande source in Tijeras, NM. When available, Type III is used to achieve better overnight concrete strengths. Class F fly ash is used from Phoenix Cement’s source in the 4 Corners, NM area. Admixtures All admixtures are supplied by Degussa Admixtures. We are currently using the AE-90 Air Entrainer and the Rheobuild 1000 water reducer. Aggregates Aggregates are supplied by LaFarge. The ½” Coarse Aggregate is from the Santa Ana, NM pit and the Washed Concrete Sand is from the Placitas, NM pit. LaFarge furnishes the physical property reports every 6 months and sieve analysis reports monthly. As part of Coreslab’s Quality Control Manual, we check gradations every week and report any discrepancies to LaFarge. Fresh Concrete Data The concrete used for our hollowcore products has little to no slump. Water reducing agents are used to optimize a mix by reducing water and cement requirements while still retaining enough workability for proper compaction of the concrete by the Elematic extruding machine. Air entraining admixtures are not effective in the dry mix concrete. With the low water-cement ratios and compaction placing method, air is difficult to disperse. We use air entraining agents as lubricants to help the concrete glide through the extruding machine. The theoretical unit weight of the mix is 149.5 lb/ft3. For low to no slump concretes, it is difficult to consolidate the concrete by vibration and it not a very precise indication of the actual unit weight. Concrete temperatures range from 550 F to 850 F. Our batch plant is equipped with a hot water system to keep the concrete temp above 500 F in the cold winter months.

Page 2 of 3

April 1, 2010

With the use of the extruding machine, there are no forms and therefore no release agents used. Compressive Strength Required strengths are those specified in the shop drawings that are required by the engineer for design capacities. The initial compressive strength is determined by an average of 30 Swiss Hammer readings: 10 on the east end of the bed, 10 in the center, and 10 on the west end of the bed. The 28-day compressive strength is determined by an average of the breaks of 2 blocks made from a slice of product from each bed. Corrosion Measures We feel that no added corrosion measures are needed for the hollowcore slab. Hollowcore products consist of 2 materials: concrete and prestressing strands. The concrete mix has a low water-cement ratio and is machine compacted making it a less permeable, more durable concrete. The prestressing strands are located at the bottom of the member and are therefore away from any moisture entering the top surface of the slab. Moisture can be absorbed through the bottom of the member through cracks. From the design calculations enclosed, under fully loaded conditions, both the tensile and compressive stresses are well below the allowable stresses, showing that the member is nowhere near cracking.

Page 3 of 3

April 1, 2010

Page 1 of 2

April 1, 2010

Fire-Resistance Rating of Hollowcore IBC 2006 Requirements The provisions of IBC 2006 Section 721, Calculated Fire-Resistance, can be used to calculate the fire-resistance rating of hollowcore precast panels. Sections 721.2.2 and 721.2.3 are applicable to concrete floor and roof slabs constructed with hollowcore prestressed slabs. Minimum Thickness Requirement According to IBC 2006 Section 721.2.2.1.1 titled Hollow-core Prestressed Slabs, equivalent thickness of hollowcore can be calculated as follows: Divide the net cross sectional area of the slab, including the grout in the joints, by its width. IBC 2006, Table 721.2.2.1 gives the following results under siliceous concrete type for minimum slab thickness: For siliceous aggregate concrete:

1-hour rating: 3.5” minimum thickness 1.5- hour rating: 4.3” minimum thickness 2-hour rating: 5.0” minimum thickness 3-hour rating: 6.2” minimum thickness 4-hour rating: 7.0” minimum thickness

8” Hollowcore:

Net area = net area of hollowcore + area of grout in joints Net area = 193.7 in2 + 8.4 in2 = 202.1 in2 Equivalent thickness = Net Area / Width Equivalent thickness = 201.1 in2 / 48 inch Equivalent thickness = 4.2” + topping

10” Hollowcore:

Net area = net area of hollowcore + area of grout in joints Net area = 243.3 in2 + 9.96 in2 = 253.26 in2 Equivalent thickness = Net Area / Width Equivalent thickness = 253.26 in2 / 48 inch Equivalent thickness = 5.3” + topping

Page 2 of 2

April 1, 2010

Minimum Cover Requirement In addition to the requirement of equivalent slab thickness, IBC 2006, Section 721.2.3 Concrete Cover Over Reinforcement, Table 721.2.3(2), gives the following for the minimum cover thickness of prestressed concrete floor or roof slabs: For unrestrained siliceous aggregate concrete:

1-hour rating: 1.125” cover 1.5-hour rating: 1.5” cover 2-hour rating: 1.75” cover 3-hour rating: 2.375” cover 4-hour rating: 2.75” cover

For restrained siliceous aggregate concrete:

1-hour rating: 0.75” cover 1.5-hour rating: 0.75” cover 2-hour rating: 0.75” cover 3-hour rating: 0.75” cover 4-hour rating: 0.75” cover

The 8” and 10” hollowcore products have a center-line dimension for the 1/2” diameter strand of 1.50” from bottom providing 1.25” of cover. Calculated Fire-Resistance per IBC 2006

Calculated Fire-Resistance Rating

Coreslab Product Equivalent Thickness

Unrestrained Construction

Restrained Construction

8” Hollowcore 4.2” 1-hour 1-hour 8” Hollowcore + 2” topping 6.2” 1-hour 3-hour 10” Hollowcore 5.3” 1-hour 2-hour 10” Hollowcore + 2” topping 7.3” 1-hour 4-hour

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r ls easy to put in p lace under anyc l ima t i c cond i t i ons .

To Specify:Plank wil l be set on "KOROLAfH"

olasticbearing strips manufactured by KOROLATHCORPORAfION, Hudson, Massachusetts.Structural and architectural members will belevelled before grouting with "KOROLATH,'

plastic shims and before grout and post ten-sioning with "KOROLATH"

Shimpaks.Vertical alignment of architectural memberswill be with "KOROLATH" "Horseshoe,'

spacers.Hollow Core holes will be blocked off for ex-ac t dep th i nches o f g rou t f i l l w i t h"KOROLATH" plastic core plugs.* Trade Mark Registered/Patent pending

Cover Photo : Spancre te p res t ressed Concre te p lank Cour tesy o f SAN_VEL Concre te Corpora t ion , L i t i l e ton , Mass .

BEARING STRIPS - KOROLATH-r Designed for use with pre-stressed

concrete p lank between the p lankand any sur face such as poured orprecast concrete steel or masonrv.

r Absorbs pro ject ing aggregate st ressprevent ing p lank or s i l l damage wi th-out ef fect on the load bear ing char-acter is t ics of KOROLATH.

I Al lows faster erect ion because ofeasier posi t ion ing.

r Non-s l ip sur face insures oosi t iveplacement .

r Permi ts thermal mot ion and point ro-tat ion wi thout an e lastomer ic layer .

Thicknesses o l %" and %,, in s tock.Lengths ot 40" and 48" in stock.Widths ot 24" , scored at 2, ' or 3, , in ter-vals for easy snap of f and f lex ib i l i tyin use. Al ternate s izes or scor inosavai lable on request .

SHIM STRIPS - KOROLATH-I Insure accurate p lac ing and level ing

of precast panels, t i l t s lab and otherarchi tectura l and st ructura l compo-nents because KOROLATH:r ls made in convenient th icknesses,

lengths and widths a l lowing pre-c i se l eve l l i ng and a l i gnmen t .

r Permi ts f ie ld changes in load bear-ing requi rements wi th s tock onhand.

I ls less expensive and safer thansteel . l t has extreme stabi l i ty andel iminates rust , s ta ined concreteand spa l l i ng .

r Sized and scored for convenienceof appl icat ion. Prevents waste -mater ia l can be readi ly p icked upand stored in the open for fu tureuse.

I Wi l l not f racture under load.

Th iCkneSSeS Ot i /.r a,,, 1 /e,, and.t/a,, in lengthso l 2 " ,3 " , 4 " a re ava i l ab le f r om s tock .Additional sizes available on request.

SHIMPAKS _ KOROLATH-I These p re -assemb led packages o f

heavy duty shims are designed forlarge load bear ing of precast uni ts .

r Shimpaks are very advantageous inprecise p lac ing and level l ing of largepanels.

r The i r use e l im ina tes t ime consumingcorrect ion of e lastomer ic dr i f t andmakes a l ignment safer and easier .

r Shimpaks can be compressed suf f i -c ient ly at post tensioning to a l lowload t ransf er to the grout .

r Popular s izes are 4" x 6" and 4" x 4"paks which are 1Yta" th ick. Korolathshimpaks are made up of KorolathSh ims i n t he f o l l ow ing th i ckness se -quence; one %eth, three %ths andtwo %ths. Any precast componentcan be levelled withinYto" by remov-ing or adding one'or more e lements.

I Shimpaks are held together wi th ares i l ient band for easy removal orpddi t ion of e lements.

Al ternate s izes avai lable on reouest .

SPACERS- KOROLATH-"HORSESHOE"

r Horseshoe spacers have 13/16"slot.

r No sta in ing, no rust , no corros ion,even w i th a lum inum.

r Less expensive than steel - noplat ing requi red.

r Lightweight and precise - easy tohandle and t ransport .

r Cut to size or pre-scored for easyon site snap-off.

Convenient , ready to use s izes: 2 x 3, , ,3 x 4" in thicknesses ol 11e", %', and%"-other sizes, slots and holes avail-able on request .

COREPLUGS - KOROLATH-I Coreplugs are suppl ied to the man-

uf acturers and erectors of ore-st ressed and other hol low corepl an ks.

r The p lugs are easy to inser t andef fect ive ly b lock of f grout f low toinsure sol id load bear ing t ransferth rough the ends o f t he p lanks onto t he s i l l s and founda t i on .

I P lugs push i n "ha rd " f o r t i gh t i n te r -ference f i t wi th a posi t ive stop baron the pusher to insure "exact"dep th f i l l ; and sav ings on expens i venon -sh r i nk g rou t .

I F luted wal l taper design can' t fa l lover ; Ai r escape notches prevent"no f i l l " oockets.

I Uni ts are l ight weight , low cost andnest for convenient s torage.

r Round p lugs now ava i l ab le a re 4 ,4V2", 6" , 63/e" , 7Vz", 7s/s" , 8" , g" and9s/a" in d iameter . These are forp lank cores such as Flex icore. Soi -ro l l and o the rs ; Round p lugs a realso used to b lock of f the ends ofspi ra l wound paper tubes.

r Non - round p lugs a re ava i l ab le f o rSpancrete and Dycore-others arebeing developed.

KOROLATHPHYSICAL CHARACTERISTICS KOROLATH is imperv ious to l iqu ids and

ground chemica ls , a lka l i s and mic ro-organ-isms. The cont inu ing per fo rmance charac-te r is t i cs a re s tab le and pred ic tab le .KOROLATH wi l l no t rus t , ro t o r leach whenexposed to wet sur faces and i t has no odor .KOROLATH ar r ives a t the job s i te in p re-c rse th icknesses and lengths . The sheetsare p i 'e -scored in w id th a t spec i f ied in te r -v a l s ( u s u a l l y 2 o r 3 i n c h e s ) , s o l h a t t h eerec t ion c rew in the f ie ld can snap o f f asm a n y 2 o r 3 i n c h s t r i p s o r m u l t i p l e s a s a r eneeded. The r igh t number o f s t r ips can bedes ignated fo r a spec i f i c job w i th no waste .I n v e n t o r i e s a r e k e p t t o a m i n i m u m .KOROLATH e l im ina tes the need fo r saws,hand too ls o r cu t te rs . A de f in i te sav inq int i m e . l a b o r a n d m o n e y i s r e a l i z e d .The s t r ips a re eas i l y app l ied and Iay f la t .K O R O L A T H - N S h a s o n e n o n - s k i d s u r f a c ew h i c h g r i p s t h e s i l l . T h e t o p s u r f a c e i ss m o o t h t o a l l o w t h e p l a n k t o s l i d e e a s i l y{ o r f a s t e r a n d e a s i e r p l a c e m e n t .Po in t p ro lec t ion o f aggregate is absorbedwi thout f rac tu re o r e f fec t on the load-bear -i n g c h a r a c t e r i s t i c s o f K O R O L A T H . d e c r e a s _l n g d a m a g e p o t e n t i a l t o t h e a d j a c e n tc o n c r e t e c o m p o n e n t s .L o n g t e r m d a m a g e p o t e n t i a l d u e t o s t r e s so n t h e s i l l o r p l a n k c a u s e d b y t h e r m a l m o -t i o n o r r o t a t i o n d u e t o c a m b e r i s m i n i m i z e db y t h e s l i d i n g s u r f a c e .

KOROLATH" & KOROLATH - NS(NON-SL!P) PLASTTC BEAR|NGSTRIPS, SHIMS & SPACERS

GENERALK O R O L A T H i s a n e n g i n e e r e d m u l t i p o l y m e rp l a s t i c m a t e r i a l w h i c h p r o v i d e s a n o p t i m u m

combinat ion o f phys ica l p roper t ies fo r abear ing s t r ip in app l i ca t ions where h ighcompress ive s t rength and load bear ing isimpor tan t . l t fac i l i ta tes the p lacement o fp res t ressed and precas t concre te f loors ,wa l ls , s t ruc tu ra l and arch i tec tu ra l members .

KOROLATH* SUPPORTS YOURPROFITS:One la rge erec tor fo rmer ly p laced an aver -age of 60 prestressed planks per day, thenswi tched to KOROLATH and increasedp lacement to as many as 65 p lanks peroay.Another e rec tor v i r tua l l y e l im ina ted repos i -t ion ing by us ing KOROLATH-NS (non-s t ip )rea l i z ing subs tan t ia l sav ings in los t t ime.Many o ther f i rms found tha t the use o fKOROLATH ins tead o f tempered hardboarde l im ina ted the expens ive c lean ups resu l t -ing f rom brown s ta ins .

ENGINEERING DATA:The per t inent phys ica l p roper t ies o fKOROLATH p las t ic bear ing s t r ips a represented as fo l lows:

r Compress ive s t rength o f 8 to 9 ,000 ps iw i th no f rac tu re even a t 26 ,000 os i .

I C lassed as s low burn ing w i th no tox icf umes.

r Neg l ig ib le co ld f low charac ter is t i cs : i .e . .less than 1% a t 1 ,000 ps i and 73 . F .fo r 10 ,000 hrs .

r Coef f i c ien t o f l inear expans ion is 3 to bx 1 0 ; i n c h e s / i n c h / ' C .

}<CTFICILATHOF NEW ENGLAND, INC.

498 RIVER ROADHUDSON, MA 01749

(978) s62-7366FAX (978) s62-9618

Toll 1-800-225-9340

proven on the iob... . a few examplesThe 57 Building - Boston, MassachuseilsAt 23 s to r ies , th is bu i ld ing is one o f thetal lest entirely precast concrete structuresin the count ry . A seven leve l 1 ,000 carparking garage l ies at the base of the 390unit Howard Johnson Hotel. Al l elementsof the structure including a precast swim-ming poo l , as we l l as co lumns, beams,spandre ls , wa l l pane ls , s ing le tees , andelevator and stair towers were made bySan-Ve l us ing the SVC Sys tem.J. Glenn Hughes & Associates - ArchitectAlbee, Harrold, Hirth & Rowley - EngineersPhilopoulos Associates - General Contrac-torsHillon Hotel-Corporate Square,Baton Rouge, La.La-Cre te bear ing wa l ls and pres t ressedconcrete hol low core slabs connected bycontinuous post-tensioning bars are the keyfeature of the "Sepp Firnkas Structural Sys-tem" used for this 21 story, 320 room HotelBui lding. The post-tensioning with Korolathshim paks and bearing str ips simpli f ied jointdetai l and speeded up erection procedure.Econorny, last construction and f lexibi l i tymade this system most advantageous.ADH Systems Inc.-ArchitectsSepp Firnkas Engineering, Inc.-EngineersMilton J. Womack lnc.-General Contractor

Duane Arnold Atomic Power Plant, Palo,lowaBechtel Corporation, Architects, Engineersand General ContractorsChristian Science Cenler, Boston, Mass.l . M. Pei. ArchitectWeiskopf & Pickworth, Structural EngineersAberthaw Construction, General ContractorsNew York Telephone Co. BldE. (Tallestte lephone bu i ld ing in the wor ld )1095 Avenue of the Americas. New York.New YorkKahn & Jacobs, ArchitectsWeiskopf & Pickworth, Structural EngineersDiesel Construction, General ContractorsElmira Psychiatric Center, Elmira, New yorkLevtich, Mil ler & Hoffman, ArchitectsFred Thomas & Associates, StructuralEngineersDecker Construction, General ContractorsHarvard University Science CenlerCambridge, Mass.Sert Jackson & Associates, Architects,Lev Zetl in & Associates, Structural EngineersTurner Construction, General ContractorsUniversily of Maryland Residence Dormi-lory #3, Baltimore, MarylandEnglehart & Perna ArchitectsScullen, Kel ler & Marchigiani, StructuralEngineersLacchi Construction Co., General Contractors

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