10B0011 A001-SPECS.PDF

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

THIS AMENDMENT DOES NOT EXTEND THE AUGUST 3, 2010 BID OPENING DATE.

CONTINUED ON NEXT PAGE

1. CONTRACT ID CODE PAGE OF PAGES

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer) (Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912BU-10-B-0011

X 9B. DATED (SEE ITEM 11)

25-Jun-2010

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 0 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

ROADWAY IMPROVEMENTS, C4ISR CAMPUS, ABERDEEN PROVING GROUND, MARYLAND

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

23-Jul-2010

CODE

US ARMY ENGINEER DISTRICT, PHILADELPHIA

CONTRACTING DIVISION

WANAMAKER BUILDING

100 PENN SQUARE EAST

PHILADELPHIA PA 19107-3390

W912BU 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

This page was intentionally left blank for duplex printing.

Amendment No. 0001

IFB W912BU-10-B-0011

14. DESCRIPTION OF AMENDMENT (continued)

a. TECHNICAL SPECIFICATIONS:

(1) Project Table of Contents: Please delete the Project Table of Contents in its entirety and substitute the revised Project Table of Contents, annotated Amendment No. 0001, attached hereto.

(2) Section 01 33 00 – SUBMITTAL PROCEDURES: Please delete the Submittal Register on pages 14 through 30 in their entirety and substitute revised pages, annotated Amendment No. 0001, attached hereto.

(3) Section 01 35 53 - EMPLOYEE IDENTIFICATION and ABERDEEN ACCESS REQUIREMENTS: Please delete page 4 in this section in its entirety and substitute revised page of the same number, annotated Amendment No. 0001, attached hereto.

(4) Section 26 00 00 - BASIC ELECTRICAL MATERIALS and METHODS: Please delete page 2 in this section in its entirety and substitute revised page of the same number, annotated Amendment No. 0001, attached hereto.

(5) Section 33 30 00 - SANITARY SEWERS: Please delete page 6 in this section in its entirety and substitute revised page of the same number, annotated Amendment No. 0001, attached hereto.

(6) Section 33 71 01 - OVERHEAD TRANSMISSION AND DISTRIBUTION: Please delete page 6 in this section in its entirety and substitute revised page of the same number, annotated Amendment No. 0001, attached hereto.

(7) Section 31 00 00 – EARTHWORK: Please delete Section 31 00 00 in its entirety and substitute revised section of the same number, annotated Amendment No. 0001, attached hereto.

(8) Section 32 01 20 - RESEALING OF JOINTS IN RIGID PAVEMENTS: Please delete section 32 01 20 in its entirety and substitute revised section of the same number, annotated Amendment No. 0001, attached hereto.

(9) Section 33 11 00 - WATER DISTRIBUTION: Please delete section 33 11 00 in its entirety and substitute revised section of the same number, annotated Amendment No. 0001, attached hereto.

(10) Please add the following new sections, annotated Amendment No. 0001, attached hereto:

Section 00 31 21 - SURVEY INFORMATION

Section 33 82 00 - TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

Section 34 41 23 - ROADWAY MONITORING EQUIPMENT

Section 34 41 26 - MASTER SIGNAL CONTROLLERS

b. CONTRACT DRAWINGS:

(1) Please delete the following drawings in their entirety and substitute the revised drawings of the same numbers, with the latest revision date of 19 July 2010, attached hereto:

G-2

G-3

C-1

C-5

C-6

CP-1

CP-2

CP-3

CP-4

CP-5

CP-13

CP-16

CP-31

CP-34

CP-35

CP-37

14. DESCRIPTION OF AMENDMENT (continued)

CP-38

CP-42

CP-45

CP-46

CP-48

CP-49

CP-50

CP-51

CP-52

CP-53

CP-54

CP-55

CP-56

CP-57

CP-58

CP-59

CP-60

CG-1

CG-2

CG-3

CG-4

CG-5

CG-7

CG-8

CG-9

CG-10

CG-11

CG-12

CG-13

CG-14

CG-15

CG-16

CG-17

CG-18

CG-19

CG-20

CG-21

CG-22

CG-23

CG-24

CU-1

CU-2

CU-3

CU-4

CU-5

CU-6

(2) Please delete the following drawings in their entirety and substitute revised drawings, with the latest revision date of 19 July 2010, attached hereto:

CG-25

CG-26

CG-27

CG-28

CG-29

CG-30

CG-31

CG-32

CG-33

CG-34

CG-35

CG-36

CG-37

Cg-38

CG-39

CG-40

CG-41

(3) Please add the following new drawings, with the latest revision date of 19 July 2010, attached hereto:

CP-60.1

CP-60.2

CP-135

CP-136

CP-137

CP-138

CP-139

CP-140

CP-141

CP-142

C. Please indicate receipt of this amendment on Standard Form 1442(SOLICITATION, OFFER, AND AWARD) as Amendment No. 0001. Failure to acknowledge all amendments may be cause for rejection of the offer.

SECTION 00 31 21

SURVEY INFORMATION

PART 1 GENERAL

1.1 INFORMATION AVAILABLE TO BIDDERS

Attached behind this page is "Appendix C - Total LOS Analysis Worksheets," HCM Signalized Intersection Capacity Analysis, dated 1/7/2010, made available For Information Only.

PART 2 PRODUCTS

PART 3 EXECUTION

-- End of Section --

DOCUMENT 00 31 21 Page 1

APPENDIX C – TOTAL LOS ANALYSIS WORKSHEETS

SECTION 00 31 21 Page 2

HCM Signalized Intersection Capacity Analysis Future AM with BRAC Only 1: Susquehanna Ave & Maryland Blvd 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 5 540 10 35 25 65 5 815 340 205 535 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1857 1770 1661 1770 3539 1583 1770 3539 1583 Flt Permitted 0.70 1.00 0.13 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1297 1857 238 1661 1770 3539 1583 1770 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 5 568 11 37 26 68 5 858 358 216 563 5 RTOR Reduction (vph) 0 1 0 0 44 0 0 0 110 0 0 2 Lane Group Flow (vph) 5 578 0 37 50 0 5 858 248 216 563 3 Turn Type Perm Perm Prot Perm Prot Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 31.3 31.3 31.3 31.3 1.0 29.0 29.0 17.7 45.7 45.7 Effective Green, g (s) 31.3 31.3 31.3 31.3 1.0 29.0 29.0 17.7 45.7 45.7 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.01 0.32 0.32 0.20 0.51 0.51 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 451 646 83 578 20 1140 510 348 1797 804 v/s Ratio Prot c0.31 0.03 0.00 c0.24 c0.12 0.16 v/s Ratio Perm 0.00 0.16 0.16 0.00 v/c Ratio 0.01 0.90 0.45 0.09 0.25 0.75 0.49 0.62 0.31 0.00 Uniform Delay, d1 19.2 27.8 22.7 19.7 44.1 27.3 24.5 33.1 13.0 10.9 Progression Factor 0.82 0.78 1.00 1.00 1.53 0.44 0.41 1.49 0.82 0.89 Incremental Delay, d2 0.0 14.9 3.8 0.1 5.1 3.6 2.6 7.8 0.4 0.0 Delay (s) 15.8 36.6 26.4 19.8 72.4 15.6 12.7 57.1 11.1 9.8 Level of Service B D C B E B B E B A Approach Delay (s) 36.4 21.7 15.0 23.7 Approach LOS D C B C

Intersection Summary HCM Average Control Delay 22.4 HCM Level of Service C HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 3

2: Aberdeen Blvd & Maryland Blvd 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 5 425 10 50 45 140 5 205 675 1385 685 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 10 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3525 3204 1863 1583 3433 1863 1583 3433 3539 Flt Permitted 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3360 3204 1863 1583 3433 1863 1583 3433 3539 Peak-hour factor, PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 472 11 53 47 147 5 216 711 1458 721 0 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 487 0 53 47 147 5 216 711 1458 721 0 Turn Type Perm Prot Free Prot Free Prot Protected Phases 6 5 2 7 4 3 8 Permitted Phases 6 Free Free Actuated Green, G (s) 14.4 2.4 20.8 90.0 0.6 15.8 90.0 41.4 56.6 Effective Green, g (s) 14.4 2.4 20.8 90.0 0.6 15.8 90.0 41.4 56.6 Actuated g/C Ratio 0.16 0.03 0.23 1.00 0.01 0.18 1.00 0.46 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 538 85 431 1583 23 327 1583 1579 2226 v/s Ratio Prot 0.02 0.03 0.00 c0.12 c0.42 0.20 v/s Ratio Perm c0.15 0.09 c0.45 v/c Ratio 0.91 0.62 0.11 0.09 0.22 0.66 0.45 0.92 0.32 Uniform Delay, d1 37.1 43.4 27.3 0.0 44.5 34.6 0.0 22.8 7.8 Progression Factor 1.00 1.00 1.00 1.00 0.77 0.78 1.00 0.88 0.74 Incremental Delay, d2 21.4 13.4 0.5 0.1 3.3 3.5 0.6 5.1 0.0 Delay (s) 58.5 56.7 27.8 0.1 37.6 30.6 0.6 25.2 5.8 Level of Service E E C A D C A C A Approach Delay (s) 58.5 17.5 7.8 18.8 Approach LOS E B A B

Intersection Summary HCM Average Control Delay 21.1 HCM Level of Service C HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 4

3: Harford Blvd & High Point Rd 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 3

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 125 90 1890 5 10 10 270 70 10 10 175 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 0.95 0.95 0.95 Frt 1.00 0.85 1.00 0.93 1.00 0.99 0.97 Flt Protected 0.97 1.00 0.95 1.00 0.95 0.97 1.00 Satd. Flow (prot) 1809 2787 1770 3306 1681 1708 3419 Flt Permitted 0.82 1.00 0.60 1.00 0.95 0.97 1.00 Satd. Flow (perm) 1526 2787 1110 3306 1681 1708 3419 Peak-hour factor, PHF 0.92 0.95 0.95 0.70 0.70 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Adj. Flow (vph) 136 95 1989 7 14 11 284 76 11 11 190 54 RTOR Reduction (vph) 0 0 0 0 5 0 0 2 0 0 27 0 Lane Group Flow (vph) 0 231 1989 7 20 0 185 184 0 0 228 0 Turn Type Perm pt+ov Perm Split Split Protected Phases 6 6 3 2 3 3 4 4 Permitted Phases 6 2 Actuated Green, G (s) 52.0 74.0 52.0 52.0 18.0 18.0 8.0 Effective Green, g (s) 52.0 74.0 52.0 52.0 18.0 18.0 8.0 Actuated g/C Ratio 0.58 0.82 0.58 0.58 0.20 0.20 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 882 2292 641 1910 336 342 304 v/s Ratio Prot c0.71 0.01 0.11 0.11 c0.07 v/s Ratio Perm 0.15 0.01 v/c Ratio 0.26 0.87 0.01 0.01 0.55 0.54 0.75 Uniform Delay, d1 9.5 5.0 8.1 8.1 32.4 32.3 40.0 Progression Factor 1.00 1.00 1.00 1.00 0.41 0.40 1.00 Incremental Delay, d2 0.7 3.8 0.0 0.0 1.7 1.4 9.7 Delay (s) 10.2 8.7 8.1 8.1 15.0 14.4 49.7 Level of Service B A A A B B D Approach Delay (s) 8.9 8.1 14.7 49.7 Approach LOS A A B D

Intersection Summary HCM Average Control Delay 13.2 HCM Level of Service B HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 5

4: Maryland Blvd & Deer Creek Loop 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 100 2885 25 5 390 10 5 5 5 5 5 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 12 10 12 8 Total Lost time (s) 3.0 5.0 5.0 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.95 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 0.98 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3525 1691 1817 1372 Flt Permitted 0.95 1.00 1.00 0.06 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 112 3525 1720 1863 1372 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.95 0.95 0.95 Adj. Flow (vph) 105 3037 26 5 411 11 6 6 6 5 5 37 RTOR Reduction (vph) 0 0 3 0 2 0 0 6 0 0 0 33 Lane Group Flow (vph) 105 3037 23 5 420 0 0 12 0 0 10 4 Turn Type Prot Perm Perm Perm Perm pm+ov Protected Phases 7 4 8 2 6 7 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 8.3 78.0 78.0 66.7 66.7 2.0 2.0 10.3 Effective Green, g (s) 8.3 78.0 78.0 66.7 66.7 2.0 2.0 10.3 Actuated g/C Ratio 0.09 0.87 0.87 0.74 0.74 0.02 0.02 0.11 Clearance Time (s) 3.0 5.0 5.0 5.0 5.0 5.0 5.0 3.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 163 3067 1372 83 2612 38 41 157 v/s Ratio Prot 0.06 c0.86 0.12 0.00 v/s Ratio Perm 0.01 0.04 c0.01 0.01 0.00 v/c Ratio 0.64 0.99 0.02 0.06 0.16 0.32 0.24 0.03 Uniform Delay, d1 39.4 5.6 0.8 3.2 3.4 43.3 43.3 35.4 Progression Factor 1.00 1.00 1.00 0.59 0.71 1.00 0.92 0.98 Incremental Delay, d2 8.4 14.1 0.0 1.4 0.1 4.8 3.1 0.1 Delay (s) 47.9 19.8 0.8 3.2 2.5 48.1 43.0 34.8 Level of Service D B A A A D D C Approach Delay (s) 20.5 2.6 48.1 36.5 Approach LOS C A D D

Intersection Summary HCM Average Control Delay 18.8 HCM Level of Service B HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 96.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 6

5: Maryland Blvd & COMBAT DR 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 5

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1765 1140 0 310 80 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.0 5.0 4.0 Lane Util. Factor 0.95 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 3539 3433 1583 Flt Permitted 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1918 1239 0 337 87 11 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 1918 1239 0 337 87 11 Turn Type Free Perm Free Protected Phases 4 8 2 Permitted Phases Free 8 Free Actuated Green, G (s) 73.5 90.0 73.5 6.5 90.0 Effective Green, g (s) 73.5 90.0 73.5 6.5 90.0 Actuated g/C Ratio 0.82 1.00 0.82 0.07 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 2890 1583 2890 248 1583 v/s Ratio Prot 0.54 0.10 0.03 v/s Ratio Perm c0.78 0.01 v/c Ratio 0.66 0.78 0.12 0.35 0.01 Uniform Delay, d1 3.3 0.0 1.7 39.7 0.0 Progression Factor 1.29 1.00 0.19 0.60 1.00 Incremental Delay, d2 0.5 1.8 0.1 0.9 0.0 Delay (s) 4.8 1.8 0.4 24.6 0.0 Level of Service A A A C A Approach Delay (s) 3.6 0.4 21.9 Approach LOS A A C

Intersection Summary HCM Average Control Delay 3.8 HCM Level of Service A HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 0.0 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 7

6: Maryland Blvd & Darlington St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 6

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1100 665 390 190 120 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.95 1.00 0.97 0.95 0.97 Frt 1.00 0.85 1.00 1.00 0.95 Flt Protected 1.00 1.00 0.95 1.00 0.97 Satd. Flow (prot) 3539 1583 3433 3539 3322 Flt Permitted 1.00 1.00 0.95 1.00 0.97 Satd. Flow (perm) 3539 1583 3433 3539 3322 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1196 723 424 207 130 65 RTOR Reduction (vph) 0 9 0 0 56 0 Lane Group Flow (vph) 1196 714 424 207 139 0 Turn Type pm+ov Prot Protected Phases 4 2 3 8 2 Permitted Phases 4 Actuated Green, G (s) 47.3 59.4 15.6 67.9 12.1 Effective Green, g (s) 47.3 59.4 15.6 67.9 12.1 Actuated g/C Ratio 0.53 0.66 0.17 0.75 0.13 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1860 1133 595 2670 447 v/s Ratio Prot 0.34 c0.08 c0.12 0.06 0.04 v/s Ratio Perm 0.37 v/c Ratio 0.64 0.63 0.71 0.08 0.31 Uniform Delay, d1 15.3 8.9 35.1 2.9 35.2 Progression Factor 0.82 2.24 0.88 1.83 0.77 Incremental Delay, d2 1.3 0.9 3.9 0.1 0.4 Delay (s) 13.8 20.8 34.8 5.3 27.4 Level of Service B C C A C Approach Delay (s) 16.4 25.2 27.4 Approach LOS B C C

Intersection Summary HCM Average Control Delay 19.2 HCM Level of Service B HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 8

7: Aberdeen Blvd & Frankford St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 7

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 10 1990 465 5 130 5 50 10 10 25 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 1.00 1.00 Frt 0.97 1.00 1.00 0.93 1.00 0.93 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3438 3516 3433 1723 1770 1723 Flt Permitted 0.95 0.87 0.95 1.00 0.83 1.00 Satd. Flow (perm) 3280 3060 3433 1723 1552 1723 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 2163 505 5 141 5 54 11 11 27 5 5 RTOR Reduction (vph) 0 11 0 0 1 0 0 10 0 0 5 0 Lane Group Flow (vph) 0 2668 0 0 150 0 54 12 0 27 5 0 Turn Type Perm Perm Prot Perm Protected Phases 6 2 7 4 8 Permitted Phases 6 2 8 Actuated Green, G (s) 133.7 133.7 3.5 12.3 4.8 4.8 Effective Green, g (s) 133.7 133.7 3.5 12.3 4.8 4.8 Actuated g/C Ratio 0.87 0.87 0.02 0.08 0.03 0.03 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2848 2657 78 138 48 54 v/s Ratio Prot c0.02 0.01 0.00 v/s Ratio Perm c0.81 0.05 c0.02 v/c Ratio 0.94 0.06 0.69 0.09 0.56 0.10 Uniform Delay, d1 7.2 1.4 74.7 65.6 73.6 72.5 Progression Factor 1.00 0.73 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.4 0.0 23.3 0.3 14.2 0.8 Delay (s) 14.6 1.1 98.0 65.9 87.8 73.3 Level of Service B A F E F E Approach Delay (s) 14.6 1.1 88.7 83.9 Approach LOS B A F F

Intersection Summary HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 154.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 91.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 9

8: Aberdeen Blvd & Bel Air St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 8

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 305 1515 205 5 80 5 25 95 25 20 25 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.98 0.99 1.00 0.97 1.00 0.85 Flt Protected 0.99 1.00 0.95 1.00 0.98 1.00 Satd. Flow (prot) 3459 3503 1770 1805 1822 1583 Flt Permitted 0.87 0.87 0.54 1.00 0.82 1.00 Satd. Flow (perm) 3041 3060 1013 1805 1518 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 332 1647 223 5 87 5 27 103 27 22 27 38 RTOR Reduction (vph) 0 5 0 0 1 0 0 6 0 0 0 35 Lane Group Flow (vph) 0 2197 0 0 96 0 27 124 0 0 49 3 Turn Type Perm Perm pm+pt Perm Perm Protected Phases 6 2 7 4 8 Permitted Phases 6 2 4 8 8 Actuated Green, G (s) 127.6 127.6 18.4 18.4 12.0 12.0 Effective Green, g (s) 127.6 127.6 18.4 18.4 12.0 12.0 Actuated g/C Ratio 0.83 0.83 0.12 0.12 0.08 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2520 2535 133 216 118 123 v/s Ratio Prot 0.00 c0.07 v/s Ratio Perm c0.72 0.03 0.02 0.03 0.00 v/c Ratio 0.87 0.04 0.20 0.57 0.42 0.02 Uniform Delay, d1 8.2 2.3 60.7 64.1 67.7 65.6 Progression Factor 0.28 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.0 0.8 3.6 2.4 0.1 Delay (s) 4.2 2.4 61.4 67.7 70.0 65.7 Level of Service A A E E E E Approach Delay (s) 4.2 2.4 66.7 68.1 Approach LOS A A E E

Intersection Summary HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 154.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 10

9: Boothby Hill Rd & Combat Dr 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 9

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 0 70 20 0 595 545 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.86 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1611 1863 1770 1863 Flt Permitted 1.00 1.00 0.74 1.00 Satd. Flow (perm) 1611 1863 1384 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 76 22 0 647 592 RTOR Reduction (vph) 74 0 0 0 0 0 Lane Group Flow (vph) 2 0 22 0 647 592 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 6 Actuated Green, G (s) 5.5 166.5 166.5 166.5 Effective Green, g (s) 5.5 166.5 166.5 166.5 Actuated g/C Ratio 0.03 0.92 0.92 0.92 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 49 1723 1280 1723 v/s Ratio Prot c0.00 0.01 0.32 v/s Ratio Perm c0.47 v/c Ratio 0.05 0.01 0.51 0.34 Uniform Delay, d1 84.7 0.5 1.0 0.7 Progression Factor 1.00 1.00 0.94 1.00 Incremental Delay, d2 0.4 0.0 0.9 0.3 Delay (s) 85.1 0.5 1.7 1.1 Level of Service F A A A Approach Delay (s) 85.1 0.5 1.4 Approach LOS F A A

Intersection Summary HCM Average Control Delay 6.2 HCM Level of Service A HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 11

10: Boothby Hill Rd & Darlington St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 10

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 490 105 10 65 45 5 135 0 355 700 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1863 1583 3533 1770 1863 Flt Permitted 1.00 1.00 0.16 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 295 1863 1583 3533 1770 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 533 114 11 71 49 5 147 0 386 761 0 RTOR Reduction (vph) 0 0 82 0 0 12 0 0 0 0 0 0 Lane Group Flow (vph) 0 533 32 11 71 37 0 152 0 386 761 0 Turn Type Perm Perm Perm pm+ov Split Split Protected Phases 4 8 6 2 2 6 6 Permitted Phases 4 4 8 8 Actuated Green, G (s) 25.3 25.3 25.3 25.3 68.8 9.2 43.5 43.5 Effective Green, g (s) 25.3 25.3 25.3 25.3 68.8 9.2 43.5 43.5 Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.76 0.10 0.48 0.48 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 524 445 83 524 1280 361 856 900 v/s Ratio Prot c0.29 0.04 0.01 c0.04 0.22 c0.41 v/s Ratio Perm 0.02 0.04 0.01 v/c Ratio 1.02 0.07 0.13 0.14 0.03 0.42 0.45 0.85 Uniform Delay, d1 32.4 23.7 24.2 24.2 2.6 37.9 15.4 20.3 Progression Factor 0.99 1.17 1.00 1.00 1.00 1.00 0.80 0.80 Incremental Delay, d2 41.2 0.1 0.7 0.1 0.0 3.6 0.3 5.9 Delay (s) 73.3 27.8 24.9 24.3 2.6 41.5 12.5 22.2 Level of Service E C C C A D B C Approach Delay (s) 65.3 16.2 41.5 18.9 Approach LOS E B D B

Intersection Summary HCM Average Control Delay 34.9 HCM Level of Service C HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 12

11: Frankford St & Boothby Hill Rd 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 11

Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Volume (vph) 30 75 0 0 940 40 0 500 200 0 65 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 3518 1863 1583 1863 Flt Permitted 0.14 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 262 3539 3518 1863 1583 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 82 0 0 1022 43 0 543 217 0 71 0 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 132 0 0 0 Lane Group Flow (vph) 33 82 0 0 1060 0 0 543 85 0 71 0 Turn Type pm+pt pm+pt Perm Perm Perm Protected Phases 7 4 3 8 6 2 Permitted Phases 4 8 6 6 2 Actuated Green, G (s) 30.0 30.0 23.4 26.0 26.0 26.0 Effective Green, g (s) 30.0 30.0 23.4 26.0 26.0 26.0 Actuated g/C Ratio 0.45 0.45 0.35 0.39 0.39 0.39 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 156 1609 1247 734 624 734 v/s Ratio Prot c0.01 0.02 c0.30 c0.29 0.04 v/s Ratio Perm 0.09 0.05 v/c Ratio 0.21 0.05 0.85 0.74 0.14 0.10 Uniform Delay, d1 20.4 10.1 19.7 17.1 12.8 12.6 Progression Factor 1.00 1.00 0.95 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.0 4.1 6.6 0.5 0.3 Delay (s) 21.1 10.1 22.7 23.7 13.3 12.9 Level of Service C B C C B B Approach Delay (s) 13.2 22.7 20.7 12.9 Approach LOS B C C B

Intersection Summary HCM Average Control Delay 21.1 HCM Level of Service C HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 66.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 13

12: Susquehanna Ave & Frankford St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 12

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 20 470 595 5 60 0 35 55 5 30 430 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.99 1.00 Flt Protected 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1859 1583 1856 1770 1841 1851 Flt Permitted 0.99 1.00 0.97 0.29 1.00 0.98 Satd. Flow (perm) 1845 1583 1815 536 1841 1822 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 511 647 5 65 0 38 60 5 33 467 11 RTOR Reduction (vph) 0 0 92 0 0 0 0 3 0 0 1 0 Lane Group Flow (vph) 0 533 555 0 70 0 38 62 0 0 510 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 6 2 4 8 Permitted Phases 6 6 2 4 8 Actuated Green, G (s) 36.1 36.1 36.1 21.9 21.9 21.9 Effective Green, g (s) 36.1 36.1 36.1 21.9 21.9 21.9 Actuated g/C Ratio 0.55 0.55 0.55 0.33 0.33 0.33 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1009 866 993 178 611 605 v/s Ratio Prot 0.03 v/s Ratio Perm 0.29 c0.35 0.04 0.07 c0.28 v/c Ratio 0.53 0.64 0.07 0.21 0.10 0.84 Uniform Delay, d1 9.5 10.4 7.0 15.9 15.2 20.4 Progression Factor 1.00 1.00 1.00 0.97 0.98 1.00 Incremental Delay, d2 2.0 3.6 0.1 0.6 0.1 10.3 Delay (s) 11.5 14.0 7.2 16.1 15.1 30.8 Level of Service B B A B B C Approach Delay (s) 12.9 7.2 15.4 30.8 Approach LOS B A B C

Intersection Summary HCM Average Control Delay 17.7 HCM Level of Service B HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 66.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 14

HCM Unsignalized Intersection Capacity Analysis Future AM with BRAC Only 13: Aberdeen Blvd & Swan Creek Dr 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 13

Movement SEL SET NWT NWR SWL SWR Lane Configurations Volume (veh/h) 50 1510 80 0 0 10 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 54 1641 87 0 0 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 893 pX, platoon unblocked 0.72 vC, conflicting volume 87 1016 43 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 87 249 43 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 100 99 cM capacity (veh/h) 1507 499 1017

Direction, Lane # SE 1 SE 2 NW 1 NW 2 SW 1 Volume Total 601 1094 58 29 11 Volume Left 54 0 0 0 0 Volume Right 0 0 0 0 11 cSH 1507 1700 1700 1700 1017 Volume to Capacity 0.04 0.64 0.03 0.02 0.01 Queue Length 95th (ft) 3 0 0 0 1 Control Delay (s) 1.0 0.0 0.0 0.0 8.6 Lane LOS A A Approach Delay (s) 0.4 0.0 8.6 Approach LOS A

Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15

Amendment No. 0001

SECTION 00 31 21 Page 15

14: Aberdeen Blvd & Boothby Hill Rd 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 14

Movement EBT EBR WBL WBT NEL NER Lane Configurations Volume (veh/h) 1415 5 10 55 0 205 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1538 5 11 60 0 223 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 2 Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1543 1592 772 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1543 1592 772 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 100 35 cM capacity (veh/h) 426 95 342

Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NE 1 Volume Total 1025 518 11 30 30 223 Volume Left 0 0 11 0 0 0 Volume Right 0 5 0 0 0 223 cSH 1700 1700 426 1700 1700 171 Volume to Capacity 0.60 0.30 0.03 0.02 0.02 1.30 Queue Length 95th (ft) 0 0 2 0 0 323 Control Delay (s) 0.0 0.0 13.7 0.0 0.0 224.0 Lane LOS B F Approach Delay (s) 0.0 2.1 224.0 Approach LOS F

Intersection Summary Average Delay 27.3 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15

Amendment No. 0001

SECTION 00 31 21 Page 16

15: Boothby Hill Rd & Bel Air St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 15

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 0 265 185 0 45 0 20 25 0 25 70 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 288 201 0 49 0 22 27 0 27 76 0

Direction, Lane # SE 1 NW 1 NE 1 SW 1 Volume Total (vph) 489 49 49 103 Volume Left (vph) 0 0 22 27 Volume Right (vph) 201 0 0 0 Hadj (s) -0.21 0.03 0.12 0.09 Departure Headway (s) 4.2 4.9 5.4 5.3 Degree Utilization, x 0.57 0.07 0.07 0.15 Capacity (veh/h) 835 687 598 617 Control Delay (s) 12.5 8.2 8.8 9.2 Approach Delay (s) 12.5 8.2 8.8 9.2 Approach LOS B A A A

Intersection Summary Delay 11.4 HCM Level of Service B Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15

Amendment No. 0001

SECTION 00 31 21 Page 17

16: Susquehanna Ave & Bel Air St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 16

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (veh/h) 105 140 25 0 5 5 15 10 0 70 70 10 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 114 152 27 0 5 5 16 11 0 76 76 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1175 pX, platoon unblocked vC, conflicting volume 285 277 82 380 283 11 87 11 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 285 277 82 380 283 11 87 11 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 82 74 97 100 99 99 99 95 cM capacity (veh/h) 630 594 978 431 590 1070 1509 1608

Direction, Lane # SE 1 NW 1 NE 1 SW 1 Volume Total 293 11 27 163 Volume Left 114 0 16 76 Volume Right 27 5 0 11 cSH 631 761 1509 1608 Volume to Capacity 0.47 0.01 0.01 0.05 Queue Length 95th (ft) 62 1 1 4 Control Delay (s) 15.6 9.8 4.5 3.6 Lane LOS C A A A Approach Delay (s) 15.6 9.8 4.5 3.6 Approach LOS C A

Intersection Summary Average Delay 10.9 Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15

Amendment No. 0001

SECTION 00 31 21 Page 18

17: Raritan Ave & Bel Air St 1/7/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\December 09\Future_AM Dec 09.syn Page 17

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (veh/h) 0 0 0 0 0 5 0 115 5 10 150 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 0 0 0 5 0 125 5 11 163 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 488 pX, platoon unblocked vC, conflicting volume 318 315 163 312 312 128 163 130 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 318 315 163 312 312 128 163 130 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 100 99 100 99 cM capacity (veh/h) 627 596 882 636 598 922 1416 1455

Direction, Lane # SE 1 NW 1 NE 1 SW 1 Volume Total 0 5 130 174 Volume Left 0 0 0 11 Volume Right 0 5 5 0 cSH 1700 922 1416 1455 Volume to Capacity 0.00 0.01 0.00 0.01 Queue Length 95th (ft) 0 0 0 1 Control Delay (s) 0.0 8.9 0.0 0.5 Lane LOS A A A Approach Delay (s) 0.0 8.9 0.0 0.5 Approach LOS A A

Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15

Amendment No. 0001

SECTION 00 31 21 Page 19

HCM Signalized Intersection Capacity Analysis Future PM with BRAC Only 1: Susquehanna Ave & Maryland Blvd 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 15 5 270 50 420 10 935 55 60 665 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.96 1.00 0.87 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1796 1770 1613 1770 3539 1583 1770 3539 1583 Flt Permitted 0.14 1.00 0.74 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 269 1796 1385 1613 1770 3539 1583 1770 3539 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 11 16 5 284 53 442 11 984 58 63 700 26 RTOR Reduction (vph) 0 3 0 0 100 0 0 0 22 0 0 12 Lane Group Flow (vph) 11 18 0 284 395 0 11 984 36 63 700 14 Turn Type Perm Perm Prot Perm Prot Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 27.9 27.9 27.9 27.9 0.8 31.0 31.0 19.1 49.3 49.3 Effective Green, g (s) 27.9 27.9 27.9 27.9 0.8 31.0 31.0 19.1 49.3 49.3 Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.01 0.34 0.34 0.21 0.55 0.55 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 83 557 429 500 16 1219 545 376 1939 867 v/s Ratio Prot 0.01 c0.24 c0.01 c0.28 0.04 c0.20 v/s Ratio Perm 0.04 0.21 0.02 0.01 v/c Ratio 0.13 0.03 0.66 0.79 0.69 0.81 0.07 0.17 0.36 0.02 Uniform Delay, d1 22.3 21.6 27.0 28.4 44.5 26.8 19.8 29.0 11.5 9.3 Progression Factor 2.03 2.13 0.85 0.77 1.01 0.86 0.75 1.22 0.33 0.26 Incremental Delay, d2 0.5 0.0 3.6 7.8 58.5 3.9 0.2 0.7 0.4 0.0 Delay (s) 45.8 46.0 26.5 29.7 103.3 27.0 15.1 36.1 4.2 2.5 Level of Service D D C C F C B D A A Approach Delay (s) 45.9 28.5 27.1 6.7 Approach LOS D C C A

Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 20

2: Aberdeen Blvd & Maryland Blvd 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 25 20 570 505 1360 535 725 105 140 160 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 10 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 Frt 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3306 3204 1863 1583 3433 1863 1583 3433 3539 Flt Permitted 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3306 3204 1863 1583 3433 1863 1583 3433 3539 Peak-hour factor, PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 28 22 600 532 1432 563 763 111 147 168 0 RTOR Reduction (vph) 0 20 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 30 0 600 532 1432 563 763 111 147 168 0 Turn Type Perm Prot Free Prot Free Prot Protected Phases 6 5 2 7 4 3 8 Permitted Phases 6 Free Free Actuated Green, G (s) 9.6 19.4 33.0 90.0 19.3 40.0 90.0 5.0 25.7 Effective Green, g (s) 9.6 19.4 33.0 90.0 19.3 40.0 90.0 5.0 25.7 Actuated g/C Ratio 0.11 0.22 0.37 1.00 0.21 0.44 1.00 0.06 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 353 691 683 1583 736 828 1583 191 1011 v/s Ratio Prot 0.01 0.19 0.29 0.16 0.41 0.04 0.05 v/s Ratio Perm c0.90 0.07 v/c Ratio 0.09 0.87 0.78 0.90 0.76 0.92 0.07 0.77 0.17 Uniform Delay, d1 36.2 34.1 25.3 0.0 33.2 23.5 0.0 41.9 24.1 Progression Factor 1.00 0.94 0.89 1.00 0.56 0.75 1.00 1.07 0.94 Incremental Delay, d2 0.5 3.4 2.4 2.7 3.1 10.9 0.1 16.0 0.1 Delay (s) 36.7 35.5 24.9 2.7 21.7 28.5 0.1 60.7 22.7 Level of Service D D C A C C A E C Approach Delay (s) 36.7 15.0 23.6 40.5 Approach LOS D B C D

Intersection Summary HCM Average Control Delay 19.9 HCM Level of Service B HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 0.0 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 21

3: Harford Blvd & High Point Rd 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 3

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 50 40 200 10 110 20 1880 190 15 5 90 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 0.95 0.95 0.95 Frt 1.00 0.85 1.00 0.98 1.00 1.00 0.91 Flt Protected 0.97 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1812 2787 1770 3474 1681 1698 3234 Flt Permitted 0.69 1.00 0.66 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1292 2787 1229 3474 1681 1698 3234 Peak-hour factor, PHF 0.92 0.95 0.95 0.70 0.70 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Adj. Flow (vph) 54 42 211 14 157 22 1979 207 16 5 98 136 RTOR Reduction (vph) 0 0 0 0 12 0 0 1 0 0 42 0 Lane Group Flow (vph) 0 96 211 14 167 0 1088 1113 0 0 197 0 Turn Type Perm pt+ov Perm Split Split Protected Phases 6 6 3 2 3 3 4 4 Permitted Phases 6 2 Actuated Green, G (s) 10.0 77.0 10.0 10.0 63.0 63.0 5.0 Effective Green, g (s) 10.0 77.0 10.0 10.0 63.0 63.0 5.0 Actuated g/C Ratio 0.11 0.86 0.11 0.11 0.70 0.70 0.06 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 144 2384 137 386 1177 1189 180 v/s Ratio Prot 0.08 0.05 0.65 c0.66 c0.06 v/s Ratio Perm c0.07 0.01 v/c Ratio 0.67 0.09 0.10 0.43 0.92 0.94 1.10 Uniform Delay, d1 38.4 1.0 36.0 37.3 11.5 11.8 42.5 Progression Factor 1.00 1.00 1.00 1.00 0.52 0.52 1.00 Incremental Delay, d2 21.8 0.0 0.3 0.8 5.9 6.8 95.4 Delay (s) 60.2 1.0 36.3 38.1 11.9 12.9 137.9 Level of Service E A D D B B F Approach Delay (s) 19.5 38.0 12.4 137.9 Approach LOS B D B F

Intersection Summary HCM Average Control Delay 25.0 HCM Level of Service C HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 22

4: Maryland Blvd & Deer Creek Loop 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 440 5 10 2765 10 70 5 20 5 5 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 12 10 12 8 Total Lost time (s) 3.0 5.0 5.0 5.0 5.0 5.0 5.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.97 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.96 0.98 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3537 1687 1817 1372 Flt Permitted 0.95 1.00 1.00 0.49 1.00 0.78 0.89 1.00 Satd. Flow (perm) 1770 3539 1583 905 3537 1360 1657 1372 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.95 0.95 0.95 Adj. Flow (vph) 37 463 5 11 2911 11 80 6 23 5 5 116 RTOR Reduction (vph) 0 0 1 0 0 0 0 6 0 0 0 7 Lane Group Flow (vph) 37 463 4 11 2922 0 0 103 0 0 10 109 Turn Type Prot Perm Perm Perm Perm pm+ov Protected Phases 7 4 8 2 6 7 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 6.7 158.0 158.0 148.3 148.3 12.0 12.0 18.7 Effective Green, g (s) 6.7 158.0 158.0 148.3 148.3 12.0 12.0 18.7 Actuated g/C Ratio 0.04 0.88 0.88 0.82 0.82 0.07 0.07 0.10 Clearance Time (s) 3.0 5.0 5.0 5.0 5.0 5.0 5.0 3.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 66 3106 1390 746 2914 91 110 143 v/s Ratio Prot 0.02 0.13 c0.83 c0.03 v/s Ratio Perm 0.00 0.01 c0.08 0.01 0.05 v/c Ratio 0.56 0.15 0.00 0.01 1.00 1.14 0.09 0.76 Uniform Delay, d1 85.2 1.5 1.3 2.8 15.8 84.0 78.9 78.5 Progression Factor 1.00 1.00 1.00 0.79 0.77 1.00 0.95 0.97 Incremental Delay, d2 10.4 0.1 0.0 0.0 9.7 135.8 0.4 20.5 Delay (s) 95.6 1.6 1.4 2.2 21.9 219.8 75.1 96.7 Level of Service F A A A C F E F Approach Delay (s) 8.5 21.9 219.8 94.9 Approach LOS A C F F

Intersection Summary HCM Average Control Delay 28.4 HCM Level of Service C HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 23

5: Maryland Blvd & COMBAT DR 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 5

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 365 150 0 1850 920 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.0 5.0 4.0 Lane Util. Factor 0.95 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 3539 3433 1583 Flt Permitted 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 397 163 0 2011 1000 223 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 397 163 0 2011 1000 223 Turn Type Free Perm Free Protected Phases 4 8 2 Permitted Phases Free 8 Free Actuated Green, G (s) 51.5 90.0 51.5 28.5 90.0 Effective Green, g (s) 51.5 90.0 51.5 28.5 90.0 Actuated g/C Ratio 0.57 1.00 0.57 0.32 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 2025 1583 2025 1087 1583 v/s Ratio Prot 0.11 c0.57 c0.29 v/s Ratio Perm 0.10 0.14 v/c Ratio 0.20 0.10 0.99 0.92 0.14 Uniform Delay, d1 9.3 0.0 19.1 29.7 0.0 Progression Factor 0.96 1.00 0.68 0.91 1.00 Incremental Delay, d2 0.2 0.1 11.9 9.5 0.1 Delay (s) 9.1 0.1 24.9 36.4 0.1 Level of Service A A C D A Approach Delay (s) 6.5 24.9 29.8 Approach LOS A C C

Intersection Summary HCM Average Control Delay 23.8 HCM Level of Service C HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Amendment No. 0001

SECTION 00 31 21 Page 24

6: Maryland Blvd & Darlington St 1/26/2010

APG Traffic Study Synchro 7 - Report J:\TRANS\4506--APG\Revised Analysis\January 2010\Future_PM Jan 10.syn Page 6

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 490 80 30 910 1115 510 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.95 1.00 0.97 0.95 0.97 Frt 1.00 0.85 1.00 1.00 0.95 Flt Protected 1.00 1.00 0.95 1.00 0.97 Satd. Flow (prot) 3539 1583 3433 3539 3329 Flt Permitted 1.00 1.00 0.95 1.00 0.97 Satd. Flow (perm) 3539 1583 3433 3539 3329 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 533 87 33 989 1212 554 RTOR Reduction (vph) 0 65 0 0 63 0 Lane Group Flow (vph) 533 22 33 989 1703 0 Turn Type Perm Prot Protected Phases 4 3 8 2 Permitted Phases 4 Actuated Green, G (s) 23.1 23.1 2.4 30.5 49.5 Effective Green, g (s) 23.1 23.1 2.4 30.5 49.5 Actuated g/C Ratio 0.26 0.26 0.03 0.34 0.55 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 908 406 92 1199 1831 v/s Ratio Prot 0.15 0.01 c0.28 c0.51 v/s Ratio Perm 0.01 v/c Ratio 0.59 0.05 0.36 0.82 0.93 Uniform Delay, d1 29.3 25.2 43.0 27.3 18.7 Progression Factor 0.82 0.64 0.95 1.28 1.00 Incremental Delay, d2 2.8 0.3 2.3 6.2 9.0 Delay (s) 26.9 16.4 43.1 41.3 27.7 Level of Service C B D D C Approach Delay (s) 25.4 41.3 27.7 Approach LOS C D C

Intersection Summary HCM Average Control Delay 31.4 HCM Level of Service C HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization…