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HomeMy WebLinkAboutWater Supply 441. r a HARRISON FRENCH & ASSOC1 AT. 1=. S. IT [I Harrison French and Associates 1705 S. Walton Blvd., Suite 3 Bentonville, AR 72712 479-273-7780 444 44, 4145 Job Name : pick./s IYOv pJ s i+or Building Location Li O 4, WC 1 L I9112—Y\ A Col LEGS e n t W) , System Contract : Data File : Hydrant Supply.WXF ,,, 1A/inrlhom M I-I I ICA fl fR7 • ,,�, A HARRISON FRENCH HIII 'INF " & A S S <l ( 1 A 1 1 S. 1 1 [) 1ACtRlok, Water Supply Report Stripes#2468 College Station,TX State Highway 40 and FM 2154 This report provides the current available hydrant water supply for the proposed Stripes Store #2468. When determining fire hydrant flow rates in accordance with the International Fire Code, Appendix B Table 105.1 based upon the size of the building and its current classification as a Type V-B structure, the required flow rate is 1750 gpm at 20 psi from the remote hydrant on the property is required. On 1/28/15 a hydrant flow test was performed by Eugene Marshal with College Station Utilities and witnessed by Justin Tamplin and Howard Mitchel.The hydrants tested are located within the Southern Trace Subdivision. Reference Attachment B for hydrant locations. During the test one 2-1/2 inch outlet was utilized. A Pitot reading of 65 was recorded for the hydrant with discharge coefficients of 0.9. This resulted in a flow of 1350 GPM with a residual pressure of 71 psi. The static and residual pressures were taken at an elevation of approximately 346.0, AMSL, which is 12 feet above the FFE of the store. Static pressure before and after the test was 73 psi. It is assumed that the flow test hydrant is supplied by 8" ductile iron. A 6" tap will connect to the 8" city line and supply the hydrant on site. SUMMARY OF RESULTS 1 -6"Supply to Site Hydrant Static Water Pressure at Source Connection: 73 psig Residual pressure at Source Connection: 71psi @ 1350gpm Assumed Elevation Difference 12ft. resulting in +5.2 psig Required Fire Hydrant Flow: 20psi @ 1750gpm Available Fire Hydrant Flow: 51.9psi @ 1750gpm The available hydrant supply results do meet the minimum requirements of the International Fire Code. The results include pressure loss for piping,fittings and elevation differences. co T 0) N- 000)) in u) T H 112 13 C cn cu m^E . o �-aa) Clid C0 a o 0 ° EEEE � a) ca a) (1) ama m> inin0 r;2 W(n(n CD > 0 CO O • -0 r N N O CO c6 Q as0D020U) E a) r 0 00 0 co 0 . 0 Q 0 U) co D Z E cs - C 5 • ihr 0 O N a- a) U 5 o cc U C U 1 ") O › • O < 2 N Z >. I O t J o o_ E 0 ' . U :ir o 0 o � co COCO a (nu)ao o U, a) o . > w(2_W a am0aa " o C Cl.U-a"a (r.$ D 75 O fn r fV _>' = U) CD cc U Q Ci-.)Q U i Cii cc Z C a) • o N W > C �U U U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U r 7- T T r r COO) CO N- (D LU CO N W W W (/) U) D CC W I et rCOMN N (ON ,— r O 0 V r 0 N Ln N r N CO V N.-O) N N (0 (l d 0 (0 O O) ✓ Ti- r0000 Tr to N- ✓ co r N N .N- N 0 ) O (0 MN 0 Nr r Lf)tr)) co o .-O) Trc) 0 O We Q Tr O (0 T— NMM 0 2 � Z T ln' to N N E asL C %,. ._ etNN > NC r M DOMrr r F2 co N N N O a) > > Min N co — • as E LL > N O ccV civ CC Li 'C N CO C C)' U 0— N (OMrr O CO c my -171 I .C O O C U 'fir IL.)• O L .. 13T N (n N r r o 0 �o O c Z 2 O Eet NOGDHL -O (n fn 3 0 �t m � a o (-) C O t L C t*' M co i N U d I M —O(D c w L ,` N � o- m � E3cca a o. r, N r o Lf) a fn _c a 3 (C Y EE w � a O t O 0 ' c N cCo N Q.= N ,- o � cA co p N- U w fl (` N 0r c _d ccs E ;. N N _c O Cl) O O" 0 co U so r r O co c 10 1 2 Q C O c a E E O "a U E c0 lb co (0 ' 0 c -O •- C O O C -O N �° N iny C 0 ca UJ I, C N -p -0 Ca .O :C r C O (0 y > C •3 C CcA c 3 L. O ` 2 3 c15W N LL "O (n C N 7 O c o.4- �o c w C c0 t ca 0) 0) 0)x) a).- Cl) c > - U rrrm > .N .0 J C (» Q O 'w") C N QQQQ 'C 'C � N d E • i O ' LL mZ ZZZZ C -- C x d N U CO J = N LL O • L L O y rn co O .- N O- ] Q 2 LLQ w u O - � J LL O Z W O c N Pressure / Flow Summary - STANDARD aaa Harrison French and Associates Page 3 Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Req. H1 334.0 0.0 na 1750.0 UG1 346.0 11.0 na TEST 346.0 17.78 na The maximum velocity is 18.84 and it occurs in the pipe between nodes H1 and UG1 C 1 I I I Final Calculations - Hazen-Williams Harrison French and Associates Page 4 Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv '*""' Notes *""" Point Qt Pf/Ft Eqv. Ln. Total Pf Pn •s» H1 1750.00 6.16 2E 40.168 180.000 0.0 Qa= 1750 to 140.0 F 10.042 54.514 -5.197 UG1 1750.0 0.0690 G 4.304 234.514 16.193 Vel = 18.84 UG1 0.0 8.27 2E 56.936 300.000 10.996 to 140.0 T 55.354 112.290 0.0 TEST 1750.0 0.0164 0.0 412.290 6.782 Vel = 10.45 0.0 1750.00 17.778 K Factor=415.05 it I I C I College station Utilities Reliable, Affordable, Community Owned Date test completed Wednesday, January 28, 2015 Time completed 8:30 Test completed by Eugene Marshall Witness Justin Tamplin, Howard Mitchell FLOW HYDRANT Location 4005 Southern Trace Court Nozzle size 2.5 Hydrant number V-068 Pitot reading in PSI 1350 Flow in G.P.M. 65 STATIC HYDRANT Location 4029 Southern Trace Drive Hydrant number V-067 Static PSI 73 Residual PSI 71 Comments Requested -- f 0 a. 7 24 Ni il ci N. to 51 r,, r ,r. SV 0 in . Ng* i g ea 0 ii CO CN tr44%400004.00A. ye J. I 1 i h. 7% inr w i41.niCts i 1 4 I i i lib L 4119% NO ail VjNO aYOU 3Ait HFProject Name:Stripes Project Location:College Station,TX ARCHITECTS Date: February 3,2015 ENGINEERS INTERIORS OPINION OF PROBABLE COST Estimate is based upon Sidewalk Plan OTP SITE PREPARATION Quanity Unit Unit Price Total Earthwork Clear,grub,and prep 0.14 AC $ 1,500.00 $ 210.00 SITE PREP TOTAL $ 210.00 EROSION AND SEDIMENT CONTROL Quanity Unit Unit Price Total Erosion Control Lump Sum 1 EA $ 750.00 $ 750.00 EROSION TOTAL $ 750.00 SIDEWALK Quanity Unit Unit Price Total Aggregate Base 6" 265 SY $ 10.00 $ 2,650.00 Sidewalk 4" 265 SY $ 25.00 $ 6,625.00 SIDEWALK $ 9,275.00 WATER LINE AND HYDRANT Quanity Unit Unit Price Total Main Extension 6" 90 LF $ 25.00 $ 2,250.00 Hydrant 1 EA S 4,000.00 $ 4,000.00 SIDEWALK $ 6,250.00 SITE PREPARATION $ 210.00 EROSION AND SEDIMENT CONTROL $ 750.00 SIDEWALK $ 9,275.00 WATER LINE AND HYDRANT $ 6,250.00 SUBTOTAL $ 16,485.00 10%CONTINGENCY $ 1,648.50 GRAND TOTAL $ 18,133.50 /'AP.�EO� .... 1,1 i PAUL J. MOSS t •i �s0 'O.' 116731 ;fel 14, O N �....� r; VV/5- H FA HARRisON FRFNCH 04 Ft:\14 t'.t: l S S ( ,) ( , I A 1 1 k: a, , 1 , f I ) ( � NN1(1; t.ktgtt�r iot,b LETTER OF TRANSMITTAL 4 --3D To: Planning& Development Services Date: March 24,2015 City of College Station Project No: 10-15-00008 1101 Texas Avenue Project: Stripes Convenience Store#2468 College Station,TX 77840 CSTX: 15-9000015 Attn: Erika Bridges Subject: Dick's Iron Dukes Addition Development Plat Please find the following items for your use with the above referenced project. If you have any questions or need additional information,please contact me. Copies Description 1 Response Letter 1 Revised Fire Flow Report 1 C4.1 Waterline Profile 1 C1.2 Sidewalk 1 Revised Cost Estimate 41,6146 If enclosures are not as noted,please notify our office immediately. Sincerely, Jenifer Paz Project Manager I 713-702-0987 i en fifer.paz@hfa-ae.com 1705 S Walton Blvd,Suite 3 www.hfa-ae.com Phone:479-273-7780 Bentonville,AR 72712 Fax: 888-520-9685 HFAProject Name:Stripes ARCHITECTS Project Location:College Station,TX Date: April 28,2015 ENGINEERS INTERIORS OPINION OF PROBABLE COST Estimate is based upon Sidewalk Plan OTP SITE PREPARATION Quanity Unit nit Price Total Earthwork Clear,grub,and prep 0.2 AC $ 1,500.00 $ 300.00 SITE PREP TOTAL $ 300.00 EROSION AND SEDIMENT CONTROL Quanity Unit Unit Price Total Erosion Control Lump Sum 1 EA $ 750.00 $ 750.00 EROSION TOTAL $ 750.00 SIDEWALK Quanity Uni Unit Price Total Aggregate Base 6" 275 SY $ 10.00 $ 2,750.00 Sidewalk 4" 275 SY $ 25.00 $ 6,875.00 SIDEWALK $ 9,625.00 WATER LINE AND HYDRANT Quanity Unit Unit Price Total C900 Main Extension w/Fittings 8" 90 IF $ 35.00 $ 3,150.00 Fire Hydrant Valve&Assembly 1 EA $ 4,000.00 $ 4,000.00 12"Gate Valve and Valve Box 1 EA $ 2,500.00 $ 2,501200 8"Gate Valve and Valve Box 1 EA $ 1,500.00 $ 1,500.00 8"Tap Assembly 1 EA $ 1,500.00 $ 1,500.00 WATER LINE AND HYDRANT $ 12,650.00 SITE PREPARATION $ 300.00 EROSION AND SEDIMENT CONTROL $ 750.00 SIDEWALK $ 9,625.00 ®"av"%MN.%4 WATER LINE AND HYDRANT $ 12,650.00 ' cp`.. ........... }-tr SUB-TOTAL $ 23,325.00 „-F. ...-* '4' `•.-.x4$ 10%CONTINGENCY $ 2,33250 i? e �� .,. 1 GRAND TOTAL $ 25,657.50 of 41, PAUL J. MOSS - -0% 116731 s N A k ,s, •.......(3 ``-: 1,, z,/I,r & a.,} ti S c) r;' I ATE S. I T >) Harrison French and Associates 1705 S. Walton Blvd., Suite 3 Bentonville, AR 72712 479-273-7780 Job Name : STj2.If 5 z-4415 Building : 2a3O s F Location : }ivy go FM 2154 System : Contract : Data File : Hydrant Supply.WXF Revision#2 4/9/15 FIFA HARRISON FRENCH >: . .A 0 (: I A I I,; S. d_. T I) t� I LizioKs Water Supply Report Stripes#2468 College Station, TX State Highway 40 and FM 2154 This report provides the current available hydrant water supply for the proposed Stripes Store #2468. When determining fire hydrant flow rates in accordance with the International Fire Code, Appendix B Table 105.1 based upon the size of the building, 4,700 square feet, and its current classification as a Type V-B structure, the required flow rate is 1750 gpm at 20 psi from the remote hydrant on the property is required. An additional 25 gpm has been added to the required fire flow demand in order to account for peak daily demand for a total of 1775 gpm.See attached calculations for reference. On 1/28/15 a hydrant flow test was performed by Eugene Marshal with College Station Utilities and witnessed by Justin Tamplin and Howard Mitchel.The hydrants tested are located within the Southern Trace Subdivision. Reference attachment for hydrant locations. During the test one 2-1/2 inch outlet was utilized. A Pitot reading of 65 was recorded for the hydrant with discharge coefficients of 0.9. This resulted in a flow of 1350 GPM with a residual pressure of 71 psi. The static and residual pressures were taken at an elevation of approximately 346.0, AMSL, which is 12 feet above the FFE of the store. Static pressure before and after the test was 73 psi. It. IS assumed thatthe flow+c.# hydrant IS supplied by u" ductile iron. An O" tap the 12" city line and supply the hydrant on site. Reference hydraulic node map for pipe sizes, locations and approximate 8"tap location. SUMMARY C RESULTS 1-8"Supply to Site Hydrant Static Water Pressure at Source Connection: 73 psig Residual pressure at Source Connection: 71psi @ 1350gpm Assumed Elevation Difference 12ft. resulting in +5.2 psig Required Fire Hydrant Flow: 20psi @ 1775gpm Available Fire Hydrant Flow: 69.7psi @ 1775gpm Maximum velocity was found to be 10.6 fps. Reference attached hydraulic calculations. The available hydrant supply results do meet the minimum requirements of the International Fire Code. The results include pressure loss for pipe lengths and fittings. Due to the building FFE is 12ft. below the test hydrant 5.2psig was added to the available hydrant supply. I m X C (n Cl) M m LI; C ) n R N co . 01 0) V CO O 0 O 0 0 0 CD - 0 0 O 0 -, N.) Co . 01 - N (D O 0 0 CD O 0 `�_ 0 an none -n 0) c•-i3 0 . a a c).D n) C) ID ni 11.?� a O • �' (n (D o * Nm o n r 53 • • a1 -)V V . Co- co Co ' ()1 o O O • (-) O • 3 _ -o O C 0 . (p O , -0 O m - co r sii O y • ZN _ > O . `< O a - N OD (D A `-' 7 P X D O n CD 1- r O _ O 5- a :3- 0) 3 Z 2 > 0 0 W 0 a) --J p m 3 . i �WO NN-Aa 0 cu (.,,, (n�° (n cn m c�np�v, (�n < OD (033330 0--- D 0 -0mn . cua� o v (1) : C Q (D p -0 Wn) m co � VVCn (n • V V , •• ���N (O 0) 01 V I1 1 1 I I I I 11 I I i 1 1 I I 11 1 / m ® omZ 01 0 C Hom >m i 71 o 3 �f / R a q & m - qk \ < CD $ < (0 ] « gg o 27.0 C 71 ) � / \ `3 \ Q o E a = na } c ] z z z 2, @ cn ] }}} 1a / C \ \ § /2 / / 7 /\\ ' \ a Jk � R0 § $/$ § 0, / � � Ft; �5 §\� \ SD 7 § _£ z \ z a. $ 3 \ \ � -a � }° g 0 @ - 4m w m 6 ' 0kka /2 CD a co \ a77CDD. ® RaD / fy 3 "0 ED CD (05 n RC2 - uo� - » 9. ® R Cw % D � / K77a) a DO -. / m a y ® 9. » § e ¥ 0 ~oma # 0 75m \ -R % w J » * � \ I \ )D ao� C D » c 2 E E f = a \ � � ƒ f " » a a a 2 E G 0- al \ E mow 7 / & * 2m - 2 o a ofD moa - cs - oo - Q. a) I 0. o$1 / � a= � _.0, r § % \ G nq £ \ n a _ a) c @e( / ® Q_,0) N) / a) _ a k< ® 0 E O & CDCD ƒ ] O n / ƒ / / /mow £ ( 0 � § I 0 \-. m k I k 0 0 / 3 z %rJ— UI » kl/ Cl) 0 . S S m#0 co w SSU o 0 -4 IQ V Vm . -op0 G / ƒ 2- \ E\ e o- o o Pressure / Flow Summary - STANDARD Harrison French and Associates Page 3 Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Req. H1 334.0 0.0 na 1775.0 UG2 334.0 2.97 na UG1 346.0 -1.36 na TEST 346.0 5.13 na The maximum velocity is 10.6 and it occurs in the pipe between nodes H1 and UG2 . Final Calculations - Hazen-Williams Harrison French and Associates Page 4 Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/Ft Eqv. Ln. Total Pf Pn H1 1775.00 8.27 G 6.326 85.750 0.0 Qa= 1775 to 140.0 T 55.354 90.148 0.0 UG2 1775.0 0.0169 E 28.468 175.898 2.970 Vel = 10.60 UG2 0.0 12.34 E 42.195 225.850 2.970 to 140.0 T 93.767 135.962 -5.197 UG1 1775.0 0.0024 0.0 361.812 0.870 Vel = 4.76 UG1 0.0 8.27 E 28.468 300.000 -1.357 to 140.0 T 55.354 83.822 0.0 TEST 1775.0 0.0169 0.0 383.822 6.482 Vel = 10.60 0.0 1775.00 5.125 K Factor=784.06 4 VICollege Station Utilities Reliable, Affordable, Community Owned Date test completed Wednesda_ Janua 28 2015 Time completed 8:30 Test completed by Eugene Marshall Witness Justin Tamplin, Howard Mitchell FLOW HYDRANT Location 4005 Southern Trace Court Nozzle size 2_5 Hydrant number V-068 Pitot reading in PSI 1350 'Flow in G.P.M. 65 STATIC HYDRANT Location 4029 Southern Trace Drive Hydrant number V-067 Static PSI 73 'Residual PSI 71 Comments Requested ON RAMP WELLBORN ROAD ON Illi § § teS) P) g g sour g :/••••••°"\ 4.•croi. TA , 8 8 KJ ... •••1 / 15 8 n.1 15 1\) CO . 8 aviknOS Ra.; r(:**; 1443 431/11. titi cr) 0.....2........p......H g co •-.4 8 1!1 hs 8 8 u'l tho to -4 t,o Ns_ '-•.1 ..A 41.'P4NA%•_ Cle4s 43 6 tr -0' CONT. TO CITY LOOP SITE HYDRANT 014 \e.. \\Fg APPROX. TAP LOCATION STORE SITE ` \ \':'-)-, CONT. TO CIT`( LOOP �y�f T �\dq</ CONT. TO CITY LOOP N 6.N N LOCATION OF TEST HYDRANT '' 's — CONT. TO CITY LOOP H .L .i Project Name:Stripes Project Location:College Station,TX ARCHITECTS Date: February 3,2015 ENGINEERS INTERIORS OPINION OF PROBABLE COST Estimate is based upon Sidewalk Plan OTP SITE PREPARATION Quanity Unit Unit Price Total Earthwork Clear,grub,and prep 0.2 AC $ 1,500.00 $ 300.00 SITE PREP TOTAL $ 300.00 EROSION AND SEDIMENT CONTROL Quanity Unit Unit Price Total Erosion Control Lump Sum 1 EA 5 750.00 $ 750.00 EROSION TOTAL $ 750.00 SIDEWALK Quanity Unit Unit Price Total Aggregate Base 6" 275 SY 5 10.00 $ 2,750.00 Sidewalk 4" 275 SY $ 25.00 $ 6,875.00 SIDEWALK $ 9,625.00 WATER LINE AND HYDRANT Quanity Unit Unit Price Total Main Extension 8" 90 LI $ 35.00 $ 3,150.00 Hydrant 1 EA $ 4,000.00 $ 4,000.00 SIDEWALK $ 7,150.00 SITE PREPARATION $ 300.00 EROSION AND SEDIMENT CONTROL $ 750.00 SIDEWALK $ 9,625.00 WATER LINE AND HYDRANT $ 7,150.00 s,��va..,„,a► YA.c+ OF T '�:„r SUB-TOTAL $ 17,825.00 �t .0. ��! 10%CONTINGENCY $ 1,782.50 40.0”.* o° ;• /\ ° a :*��j GRAND TOTAL $ 19,607.50 W it PAUL J.MOSS i 'it116731 444° .° •. CENStio0\,*``f I�N SN 4//6/1(5- April 13, 2015 City of College Station 1101 Texas Avenue S. College Station,TX 77842 RE: Letter of Acknowledging City Standards Dick's Iron Duke Addition, College Station,Texas Dear Mrs. Bridges, The purpose of this letter is to acknowledge that the construction plans for the water and fire protection for the above referenced project, to the best of my knowledge, do not deviate from the B/CS Design Guidelines Manual. No alternate design or construction methodology was used in this project. I also acknowledge, to the best of my knowledge, that the details provided in the construction plans are in accordance with the Bryan/College Station Standard Details. Sincerely, .`A.P ®Fg7� kl, to Paul Moss, P.E. **/ i� #i * l f PAUL J.MOSS t... °O -.3.% 116731 ;ct-i 100. ....E. oNAt ?� 4/13//5 HEA -- kR zIso N FRE CH c is' fi ,, Ft- S. t. "1 1) RESPONSE LETTER Page I 1 Code Comment Response 2 Project: Stripes Convenience Store #2468 Project Address: 13601 FM 2154 College Station, TX 77845 Date: 03/19/15 These revisions form a part of the Contract Documents and modify or interpret the previous Drawings dated 12/24/14 to include these revisions and responses as noted below STAFF REVIEW COMMENTS NO. 1 1. Please provide a Letter of Acknowledgement and TCEQ Site Notice. Comment#1: Response: Required letters will be provided. Comment#2: C1.2 —Water in the ditch should not sheet flow across the proposed sidewalk. Please provide means for the water to go under the sidewalk. Response: Spot elevations have been modified so no water sheet flows across the sidewalk. Comment#3: C1.2 — North of the proposed driveway, the dimension between the back of curb and the property line is not legible. Response: This dimension should now be legible. Comment#4: C1.2—The sidewalk ramps need to line up with each other. Response: The sidewalk ramps now line up with each other. Comment#5: C1.2—The proposed curb (where the old driveway was located) should be shown. Response: This is now shown. Comment#6: C4.1—Show and label the existing waterline. Response: This Is now shown and labeled. Comment#7: C4.1— Note 6D is not accurate since you are extending a public main for a fire hydrant rather than a water service. Response: We have removed note 6D from the plan. Comment#8: C4.1—Specify the tee or TS&V connection to the existing 12-inch waterline. FYI...Since it is a 6-inch waterline connecting to a 12-inch, a TS&V may be specified. 809 Southwest A Street, Suite 201 Bentonville, Arkansas 72712 Phone 479.273.7780 Fax 479.273.9436 www.hfa-ae.com ---IFA. FIAIZRISON FRFyNCI-1 II RESPONSE LETTER Page 12 Response: We have specified the TS&V and called this out using the city detail W1-02 on figure W1. Comment#9: C4.1 — At the water/sewer crossing, please add a note specifying TCEQ special requirements. Response: This has now been specified on the call out on the water line profile. Comment#10: C4.1—The waterline is required to be at least 5.5-ft from the edge of the PUE. Response: The water line has now been moved 5.5' away from the PUE and called out. Comment#11: C4.1—The vertical scale on the profile drawing appears to be incorrect. Response: We checked the profile and we believe the vertical scale to be correct. Comment#12: C4.1 — The waterline should have a minimum 4-ft of cover and a maximum 5-ft of cover. Response: The water line has been adjusted to meet these standards.We adjusted the profile to show this. Comment#13: FYI...The public infrastructure associated with the plat are required to be built or surety provided for it prior to the plat being scheduled for a P&Z meeting. Response: Comment#14: Fire Flow—The report should analyze the system with peak daily demand plus fire flow demand. Response: An additional 25 gpm has been included in the hydraulic calculations and reflected in the water report. Comment#15: Fire Flow—The maximum velocity allowed is 12 fps, whereas the report indicates that the max velocity is 18.84 fps. Response: The pipe leading to the site hydrant has been increased from 6" to 8" in order to comply. Max velocity is now 10.6 fps. Comment#16: Fire Flow — The summary should also reference the building size that was utilized to calculate the fire flow. (The site plan has "5093 LEFT" listed above the finished floor, which I assumed was intended to say 5093 SF. If that is correct, then the fire flow would actually be 2,000 gpm.) Response: Gross square footage is 4,480 resulting in a 1750 gpm hydrant demand. 809 Southwest A Street, Suite 201 Bentonville, Arkansas 72712 Phone 479.273.7780 Fax 479.273.9436 www.hfa-ae.com -FIAHARRISON FRENCH `. C) .\ i 1 1 t) RESPONSE LETTER Page 13 Comment#17: Fire Flow — Please provide calculations showing how 51.9 psi at 1750 gpm was determined. Response: See attached hydraulic calculations in water report.The available hydrant supply was derived from a flow test performed as stated in the report.The flow test results were used as the source point in the calculations.The results of this calculation were taken and used to derive the available water supply at the hydrant. Friction loss, pipe fittings,and elevation differences are accounted for in the supply at the hydrant. Comment#18: Fire Flow — The report indicates that you are connecting to an existing 8-inch main rather than a 12-inch. Response: The water report has been revised to reflect this information. Hydraulic calculations have been adjusted. 809 Southwest A Street, Suite 201 Bentonville, Arkansas 72712 Phone 479.273.7780 Fax 479.273.9436 www.hfa-ae.com A -- ARR 1 s :: N F REC L A () 4 ' 1 A }. tp I 1 i> NARRATIVE Construction Change Directive#1 Project: Stripes Convenience Store#2468 Project Address: 13601 FM 2154 College Station,TX 77845 Date: 03/19/15 These revisions form a part of the Contract Documents and modify or interpret the previous Drawings dated 12/24/14 to include these revisions as noted below. GENERAL Item#1: Refer to Sheet C1.2 a) Updated the spot elevations along the proposed sidewalk of Wellborn Road b) Updated the sidewalk ramps to align with each other. c) Updated the sidewalk plan to show the old driveway location. Item#2: Refer to Sheet C4.1 a) The existing water line is now shown and labeled. b) Adjusted the 6D note. c) Specified the TS&V connection d) Added a note specifying TCEQ special requirements e) Moved the water line so it is a min 5.5 from the edge of the PUE. f) Adjusted the water line profile so the water line now has a min 4'of cover and an max 5' of cover. Item#3: Refer to Water Report a) Adjusted hydraulic calculations to provide an additional peak daily demand of 25gpm. b) Increased pipe from hydrant to city tap from 6"to 8"in order to comply with the maximum velocity of 12 fps. c) Added additional information regarding gross square footage. Actual gross square footage is 4,480 SF. d) Revised water report to reflect 12"tap instead of 8"tap. End of Construction Change Directive#1 Sincerely, Bogue Louis Ebbrecht AIA,NCARB Program Manager II/Project Architect II 479.273.7780 ext 233 bo.ebbrecht©hfa-ae.com 1705 S Walton Blvd, Suite 3 Bentonville,Arkansas 72712 Phone 479.273.7780 Fax 888.520.9685 www.hfa-ae.com . HARRISON FRS: NCH .A s S () (, I A I E S. 1 .,I. Harrison French and Associates 1705 S. Walton Blvd., Suite 3 Bentonville, AR 72712 479-273-7780 Sty i pt 2-4 ult. Job Name � Building : y Es go.sitzwe Location : 13(001 fj 4 215'4 System Contract • Data File : Hydrant Supply.WXF o......-.,...n h., 1-11/eIrn+en Inn pt.,rto 111 \A/inriharn N H l IRA nIna7 Revision#1 3/20/15 HFA HARRISON F REN & A 4 " (.) (: t A T I. }, }. z. 1) Water Supply Report Stripes#2468 College Station,TX State Highway 40 and FM 2154 e\Ok This report provides the current available h rant water supply for the proposed Stripes Store #2468. When determining fire hydrant flow rates i accordance with the International Fire Code, Appendix B Table 105.1 based upon the size of the buil k•i: 4,840 square feet, and its current classification as a Type V-B structure, the required flow rate is 750 :pm at 20 psi from the remote hydrant on the property is required. An additional 25 gpm has been added to the required fire flow demand in order to account for peak daily demand for a total of 1775 gpm. See attached calculations for reference. On 1/28/15 a hydrant flow test was performed by Eugene Marshal with College Station Utilities and witnessed by Justin Tamplin and Howard Mitchel.The hydrants tested are located within the Southern Trace Subdivision. Reference Attachment B for hydrant locations. During the test one 2-1/2 inch outlet was utilized. A Pitot reading of 65 was recorded for the hydrant with discharge coefficients of 0.9. This resulted in a flow of 1350 GPM with a residual pressure of 71 psi. The static and residual pressures were taken at an elevation of approximately 346.0, AMSL, which is 12 feet above the FFE of the store. Static pressure before and after the test was 73 psi. It is assumed that the flow test hydrant is supplied by 12" ductile iron. A 8" tap will connect to the 12" city line and supply the hydrant on site. SUMMARY OF RESULTS 1-8"Supply to Site Hydrant Static Water Pressure at Source Connection: 73 psig Residual pressure at Source Connection: 71psi @ 1350gpm Assumed Elevation Difference 12ft. resulting in+5.2 psig Required Fire Hydrant Flow: 20psi @ 1775gpm Available Fire Hydrant Flow: 74.6psi @ 1775gpm Maximum velocity was found to be 10.6 fps. Reference attached hydraulic calculations. The available hydrant supply results do meet the minimum requirements of the International Fire Code. The results include pressure loss for pipe lengths and fittings. 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H1 334.0 0.0 na 1775.0 UG1 346.0 -0.85 na TEST 346.0 0.3 na The maximum velocity is 10.6 and it occurs in the pipe between nodes H1 and UG1 i Computer Programs by Hvdratec Inc Rniita 111 \Arndh,... Al LI Final Calculations - Hazen-Williams Harrison French and Associates Page 4 Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/Ft Eqv. Ln. Total Pf Pn H1 1775.00 8.27 2E 56.936 180.000 0.0 Qa = 1775 to 140.0 F 14.234 77.496 -5.197 UG1 1775.0 0.0169 G 6.326 257.496 4.348 Vel = 10.60 UG1 0.0 12.34 2E 84.39 300.000 -0.849 to 140.0 T 93.767 178.157 0.0 TEST 1775.0 0.0024 0.0 478.157 1.150 Vel = 4.76 0.0 1775.00 0.301 K Factor=3235.30 alCollege Station Utilities Reliable, Affordable, Community Owned Date test completed Wednesday, January 28, 2015 Time completed 8:30 Test completed by Eugene Marshall Witness Justin Tamplin, Howard Mitchell FLOW HYDRANT Location 4005 Southern Trace Court Nozzle size 2.5 Hydrant number V-068 Pitot reading in PSI 1350 Flow in G.P.M. 65 STATIC HYDRANT Location 4029 Southern Trace Drive Hydrant number V-067 Static PSI 73 Residual PSI 71 Comments Requested ON RA MP WELLBORN ROAD ON RP § § P) tct g 6 sko0,„, 8 eo 0 N. ‘14.0001 10, t § Ccbtoop * rt) PQ 2040 8 8 iv t co rk.) 4*. r-..) it 1141.DOS i:h.b.). Cr?) No0.14 0 Ct) Ii0 V co g 8 4.,., / se4, W a_ .ro•