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HomeMy WebLinkAbout10016 PORTER RD_08-0138___________10016 PORTER RD. MODULAR OFFICE TRAINER CLP# 0�8259 V W71 � E Final bspection CheckS-he'et Date: /6� Commercial _�_ 2 Project Project Nai File Review #'s 1-9 ph lsg� IWeld Review ff's 10-17 r1 COMNERCLALL . & S WORK ORDERk--l' DATEADDRESS. o LEGAL �• ADD MON DATE WATER FRONT Fr FEES SEWER FRONT FT FEES WATER TAP - SEWER TAP FLOOD ZONE PERMIT (required if AE or VE zone) BUILDING PERMIT PLAN REVIEW FEE ELECTRICAL PERMIT TEMPORARY POWER POLE PLUMBING PERMIT MECHANICAL PERMIT S:�impecdom�RL�SIDEN•I7AL INSP SHF.EIodOSdoc ADDRESS REQUEST ZONING CLASSIFICATTON FLOOD ZONE BLDG PLANS SUBMITTED UTILITY EXT. AGRMT REC'D Y OR N. ppp NIA: PERMIT !! ` o'6-1- as sa 0 INSPEC ION DATtA RESU INSPECTOR EMARKS-'1` R I :.. -Artl! T POLE F AXED: CONST ELEV CERT recv'd if in AE/VE zone) Pj FORM SURVEY (If applicable) GROUND PLUMBING PIERS SLAB/FOUNDATION WATER SERVICE LINE ri 140q- SEWER ELEC UNDERGROUND (if applicable) COVER-UP /l//>� ' LEAD TEST BRICK TIE DRIVEWAY IJIA SIDEWALKS If FINAL DRAINAGE/GRADING FINAL ELEV CERTIFICATE RECEIVED: ELEVATION SHOWN, -OR TOP OF FIN1ISHt6/VLO6F0S: REQUIRED BFE: IS THE ELEVATIONS 4OWN 12- OR MORE ABOVE BFE: (YES) OR (NO) FAXED: GAS FINAL / V/ .. I<) '13FAXED:,. ELECTRIC FINAL OTHER (patio, lawn u sprinklers, etc.) FINAL S:ICPSHAREUNSPECTIONSDrVISIONtINSPECTIONSIRES—COML INSP SHEEToctOSALS City of La Porte 604 W Fairmont Pk,- -z - La Porte, Tx 7757. ) (281)470-5073 ` INSPECTION LINE:(281) 470-5130 ****ELECTRICAL PERMIT**** ---------------------------------------------------------------------------- Application Number . . . . . 08-00000138 Date 2/11/08 Property Address . . . . . . 10016 PORTER RD HCAD Number . . . . . . . . . 040-174-000-0006 Alternate Search Method . . . Application type description NEW, OFFICE Subdivision Name . . . . . . ABST 5 E BRINSON Property Use . . . . . . . . Property Zoning . . . . . . . PLANNED UNIT DEVELOPMENT Owner Contractor ------------------------ ------------------------ C-2 REAL ESTATE HOLDINGS LTD PACKWELL, INC. 800 GESSNER RD STE 850 3401 NAVIGATION HOUSTON TX 770244492 HOUSTON TX 77003 (713) 598-3918 ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL PERMIT Additional desc ELEC FOR MODULAR Sub Contractor MC BRIDE ELECTRIC, INC Permit Fee . . . . 22.50 Issue Date . . . . 2/11/08 Valuation . . . . 0 Expiration Date . . 8/09/08 Qty Unit Charge Per Extension BASE FEE 7.50 1.00 15.0000 EA EL - METER LOOP & SERVICE/TCI 15.00 ----------7----------------------------------------------------------------- Special Notes and Comments 1. ELECTRICAL CONTRACTOR TO OBTAIN ELEC TRICAL PERMIT TO TIE SERVICE INTO EXISTI NG BUILDING ELECTRICAL SERVICE METER. 2. CALL FOR INSPECTIONS. 3. HOLDING TANK F OR POTABLE WATER. 4. NO SEWER TO BUILDIN G (WITHIN 300'). 5. CONSTRUCT AS PER APP ROVED SITE PLAN. ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due --------------------------------------------------------- Permit Fee Total 22.50 22.50 .00 .00 Grand Total 22.50 22.50 .00 .00 Signature of Contractor or Authorized Agent Approved by Building Official or Authorized --------------------- �_ Date Date li r PERMTr APPLICATION City of La Porte Established 1892 ' 281470-5073 Building Mechanical 'Electrical ✓ 'Plumbing, n / •(See back of form) Project Address: /Oo 1 G, %�Or C r Lot Owner's Name: PA_C 1,� Zz Phone: %%3 -f3k?^ 6�7 Address: A4 /4- /a�7�t / La /C, -2757 Street City Zip Contractor. Street City 7/. Zip Contractor Email address: Fax 7/�^�if/d7 Contact Person: ��[ TRCC registration # on all new Single Family Dwellings or remodels over $10,000-TRCC # Building Use: Sq. Footage: # Stories Describe work: APPLICANTS PRINTED NAME For City Use Only Occupancy Type Flood Zone Class Work Sq.Ft Construction Type Use Zone # Stories Pig Req Last use of Buildin Date use ceased. Commercial Buildings Plans OQnl -Fire Marshal Approval Date Checke&Approved for Issuance By: Date CE: Special Conditions: Taxes rl`- Residential driveway tie-in fee: Parkland(New Res. O��Zone # Fee: Permit Fee Plan Check Fee: Permit NO. e I 'r S:\CFSh=vmp==S\Blde— cnpvooU04=.d- y .. o .It 11. M- 'r ON PERMrr ISSUE:I t 1 Outlets, Above! 11 n,.�... 1 . .60 each Range R=qYtadc S 3.D0 mch CoA Top or Oven 1 each Window! 1/each — ,. Didmad=Uarbage Disposal1 i _ 11 caffi Temporary Saw Pole, (T PDk) 11 Bach _ 11 each Rebzqxz- 11 each MOTORS: Tip to but not mcluA-9 Yx by S 150 wch 'A bp and Sere lum 10 by S 250 each 10 by & np to 50 by S 3 SO each SO by and zip S 450,och tal ToFee C OMP :IA SECnGN FORPLUMBMa ..1 Description. Charges Quantity. PERM!PERMrr ISSUE71' MOTORS: Tip to but not mcluA-9 Yx by S 150 wch 'A bp and Sere lum 10 by S 250 each 10 by & np to 50 by S 3 SO each SO by and zip S 450,och tal ToFee C OMP :IA SECnGN FORPLUMBMa ..1 Description. Charges Quantity. PERM!PERMrr ISSUE71' OMP :IA SECnGN FORPLUMBMa ..1 Description. Charges Quantity. C OMP :IA SECnGN FORPLUMBMa ..1 Description. Charges Quantity. PERM!PERMrr ISSUE71' City of La Porte 604 W Fairmont Pkwy i" La Porte, Tx 77571 (281)470-5073 INSPECTION LINE:(281) 470-5130 ****BUILDING PERMIT**** ---------------------------------------------------------------------------- Application Number . . . . . 08-00000138 Date 1/30/08 Property Address . . . . . . 10016 PORTER RD HCAD Number . . . . . . . . . 040-174-000-0006 Application type description NEW, OFFICE Subdivision Name . . . . . . ABST 5 E BRINSON Property Use . . . . . . . . Property Zoning . . . . . . . PLANNED UNIT DEVELOPMENT Application valuation . . . . 31467 Owner Contractor ------------------------ ------------------------ C-2 REAL ESTATE HOLDINGS LTD PACKWELL, INC. 800 GESSNER RD STE 850 3401 NAVIGATION HOUSTON TX 770244492 HOUSTON TX 77003 (713) 598-3918 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . NON COMBUSTIBLE (TY.I,II) Occupancy Type . . . STORAGE Other struct info . . . . . FLOOD ZONE X ---------------------------------------------------------------------------- Permit . . . . . . BLDG PERMIT -NEW COMMERCIAL Additional desc . . -PLACEMENT OF NEW 10X36 MODULAR Permit Fee . . . . 252.50 Plan Check Fee 126.25 Issue Date . . . . 1/30/08 Valuation . . . . 31467 Expiration Date 7/28/08 Qty Unit Charge Per Extension BASE FEE 20.00 31.00 7.5000 THOU BLDG - 1,001 - 50,000 232.50 ---------------------------------------------------------------------------- Special Notes and Comments 1. ELECTRICAL CONTRACTOR TO OBTAIN ELEC TRICAL PERMIT TO TIE SERVICE INTO EXISTI NG BUILDING ELECTRICAL SERVICE METER. 2. CALL FOR INSPECTIONS. 3. HOLDING TANK F OR POTABLE WATER. 4.'NO SEWER TO BUILDIN G (WITHIN 3001). 5.'CONSTRUCT AS PER APP ROVED SITE PLAN. --------------------------'-------------------------------------------------- Fee summary Charged Paid Credited ---------- Due ---------- ------------------------------------- Permit Fee Total 252.50 252.50 .00 .00 Plan Check Total 126.25 126..25 .00 .00 Grand Total 378.75 378.75 .00 .00 ' 6 R�6%► Wr + PERISM A.PPLICA ON ,BAN 8 4 2008 Cl�'8of L o PO Established 1892 aa grog a nldmgMechanical *Electrical `P1ambmS •(Sec ba& of foam) �— ! wm N Owner's A ^ ^ ^City zip /] -J "a- µpm, OC.•� Address: sued _ Moir ?'�3"/133 z Cordractnr %ail address: QLA � rn r,% C P a6 ` 'e ` = 281 - 8 V2 -S9so Contact Person Fnei••Mr /� / Pi �' �,QJJ o��+LoY It PAID IN F�ULL— .9 e J-- _ APPLICANTS PRINTED NAME For City Use Only p�cy, Type • TJ Flood Zone_ Clan Wodc Sq Construction Type_ Use Zone a lI D # sty I Pang Last use of amidin e!41A Date use ~/19 O Residential driveway tie-in P�itNo.08- 13 g Pcoait C!S, J Leif MAIN It �•: •. PERMIT ISSUE FEE S750 S7.50 Oadds, Rennes, LW& & Switches (14 5 — Flat fee) S 3.00 Above hems (All Others) .60 each Clothes Washed Dryer S 2.00 each Range Receptacle S 3.00 each Cook Top or Oven S 1.50 each A/C, Window Unit Receptade S 3.00 each Water Heater S 3.75 each Dishwasher/Cmrbage Disposal S 150 each Meter Loop & Service (tnchukr Temporary cut -in) $15.00 each Temporary Saw Pole Cr Pole) S15.00 each Reconnection of Service S15.00 each Reinspextion Fee $35.00 each • IT - Up to but not including '/s hp S 1.50 each c/: hp and less than 10 hp S 2-50 each -10 W-4.11p to 50 hp S 3.50 each 50 hp and up S 450 each Total Fee COMPLETE THIS SECTION FOR PLUMBING PERMITS NOTE_ MINII" CHARGE ON PERMIr(S) IS $20.00 Description (urges Quantity Fees PERMIT ISSUE FEE S15.00 S15.00 Fudmes/Draim7mps S 3.75 each 1 Sewer (New, Repair, or Replacement) S 750 each Septic Tank/Seepage Pit(Drain Field S15.00 each — Water Heuer S 3.75 each Gas Piping'Syftce n (14 autkts, jlat fee) S 7.50 ;. Gas Piping System (rn 4 oudely-each) S 150 each - Installation Ahaauon or Repair , of water Piping aud%r water Treating Egaipmcw S 750 each Repai dAhexaiton. — Drain or Vent S 7.50 each Each Vac�m`BreakerMaddlow Protktim Each One (1-5) S 3.75 each Each One (Over 5) S 2.25 each . Reinspection Fee S35.00 each . z Total s: crs>�inase> cnoa nivisror )ink P=ft I ARA 6&2 112w5.&C ) OFFICE WAREHOUSE FACILITY FOR: PACKWELL,_ 10016 PORTER ROAD REV J ISSUE DATE I DESCRIPTION 1 - _ ____-N90°00'00"E 311.01' N90000'00"E 1416.39' 2/27/06 ISSUED FOR PERMIT S90000'00"E 879.49' ° - - - - - - - - - _ _..- I I i 11 1 $ 14 07 REVISED SITE PLAN i 35' PIPELINE ESMT 1 _ — _ — — — 2 11 6 07 REVISED SITE PLAN EXIST. ELEC. TOWdR j II 40' BUILDING LINE UNDERWOOD it --- r-- I --------------------------- BUSINESS T ii 4 j II EL � Z b I� I I � � it J c RESERVE "A" `#� ! 32.109 ACRES ic� I I ! I I o 1 ,398,706 SQ. FT. Ll. I I i i J CT) j I• I I, i f PROJECT raqq� c O 1 II II � 3 f �i .SIF SITE of r` t t 5, ks ec ,, `•fir a ?•t e r--yy I. II ;IN I I ; I PROP. 2-1 WATER METER T - -- - - - EXIST. 3" SAN. 11 I !! I j1II x 1-DOMESTIC, 1-IRRIGATION) 50' BUILDING LINEFORCE MAIN 60'INGRESS/EGRESS AND UTIL. ESMT.w( PORTER ROAD�PRIVATT) i ---------- — — — —---------- ----_ -- �zi J 4 t — — — — — _ — — — — — — — — — — — _ — — — — ' II L-------------- ----- _ — - --- _ --- --- i ----- M� I. — — —. — — —----------- �-- EXIST. 3 SAN. — I FORCE MAIN --------------------------- . i---------------------------- — — FH --------- " r -- ° � �_ _ CONNECT T TO EXIST. - - � /-- S89 39 06 W 1963.52 — — r '''�'T� _ _ - - - - - 3 SAN. FORCE MAIN --..) I I I I ° J� — — — — - - — --------------- -- -- ----- — EXIST. 3" SAN. 84' WIDE �; 3, _ _ _ _ I — — — — — — — — .. — --..mom:•—••—,�.�•s+-•+ate -- ---- --- — — i G GATE .. .. aeaus--..—..�..----_.__�--- ---- — --- — --- — Q SWR. STUB SLIDIN — --- — — — ---- --- — - — — -- — --------------------------------- — — — — — — — — — — — — — — — — I +—..—..—.�. �.._ —__ — —..� —assr _ _ _ _ _ — — — — — — — — — — — — I E .ua ,,,.,,� .. 2� �.IBIN6-GA iLRLd- -' II PROP. 3" SAN. - ----- EXIST.12"-------------------------EXIST, t2" j 50' BDING LINE �® O I I - F6RCE -Aft — — — — WATERLINE I�-PROP. 8" ESFR F'H WATERLINE j I i t 60' INGRESS/EGRESS VICINITY MAP EXIST. ELEC. TOW�R I� X SAN. 6' CHAIIJ LINK FENCE j FIRE LINE (TY''�• 30' SWMG GATE AND UTIL. ESMT. I PROP. DUPLE CHAIN LINK j I KEY MAP# 539-J O I I i i PROP. 2" I_ I 6 I I I ; SWR. LIFT STATION PROP. 50' DRIVEWAY II ii WATERLINE i i �� j_- --PROP. 8" ESFR ! PROP. CONC. PAVING FENCE PROP. 2" i PROP. 3" SAN. I i 1 1 < t I II '`PROP. 6" SAN. SWR. ` FIRE LINE I WATERLINE -- FORCE MAIN j 1 i > ► INFORMATION ?t- I _ --- --- ----------------- - - -- FLOODPLAIN INF I;� C = PROP. 6' CLEAN OUT - -_- - --_-_ PROP. 8" ESFR w I I C� 1 I Z II I Z I I i i Z p i ,� I j— -- -- --- PROP. SIMPLEX SAN. I t w w I I o I l a p l 1 z j SWR. LIFT STATION �\ J I I i „„ FIRE LINE z I w a THIS TRACT OF LAND LIES OUTSIDE THE a Lo + < PROP. 6' CLEAN OUT A i �-- I Z RESERVE "D" 500-YEAR FLOOD PLAIN (ZONE X ), W o i = iiL iQ !� 'lo IIW :. I' PI LL PACKWELL I I �� 10.640 ACRES ACCORDING TO F.E.M.A. FEDERAL PROP. CONC. PVMT. p Z i�X !;!; �Z „ PROP. 10'X36' MODULAR OFFICE TRAILER. J �, I �� k I 463,490 SQ. FT. INSURANCE RATE MAP N0. 48201 C0930 J; Z RESERVE B' DISTRIBUTION CENTER RESTROOMS INSIDE EXIST. BLDG WITHIN 300'. 03 I I ° O! Iro SAID MAP REVISED: NOVEMBER 6, 1996. II ii i1*i- J� 22.780 ACRES o I i oo(�i I0 tn x i t i i � it p z1 992,318 SO, FT. �nUJI p I 0 �—T o' 423,660 SQ. FT. I I _ I BENCHMARK of�_� BENCHMARK HGCSD 42, ELEV.= 26.1, I I i i '� D PROP. 6" WATERLINE I Zi m J r I j i i III C PROP. RAIL (4) I I I REF.TO NAD 83, (GPS OBS - GEOID99). 0.3 O o l l i i i i iw �� I I Imo' ' '�" - I � � MILES NORTH ALONG MILLER CUT-OFF RD. it ii ;�!I 'I I� T� _,.. r C t.I n� mil I t-p CUT- r- -OFF Rn. U I +p' ° . d I w. ,I Hi „ FROM Ii� 1 tl\JL it I L, . C i + a, ! ! !a; I III I I I+T>+ ++,+;, t+H+' u ,: F R TI a, a ; I of 1 }....,..,,.° III !! !�i 113 ! • S8 . 39 06 W 1963.15 _ l SUPPLY CO +++1+ A I ml. iX i'o i I 'DRAGO x _ ° - - I -- 8c ST HWY 225 AT MARK TO RICH INSIDE w ;w: '� _ " 89 39 06 E 19 3.1 �I II I IS -- SECURITY FENCE OF � 6' CHAIN LINK FENCE I I ; ALL RAILROAD SHOWN SHALL BE LEGAL DESCRIPTIO REVIEWED AND APPROVED BY RESERVE "H" UNION PACIFIC PRIOR TO �� A TRACT OR PARCEL OF LAND CONTAINING CONSTRUCTION 42.318 ACRES �y� 19.607 ACRES OF LAND OR 854,061 SCE. FT., 1,843,360 SO. FT. UNDERWOOD LOCATED IN THE ENOCH BRINSON SURVEY, ABSTRACT 5, HARRIS COUNTY, TEXAS, BEING 1 DISTRIBUTIONOUT F AND APART OF THAT CERTAIN S CALLED 206.990 ACRE TRACT OF RECORD IN CENTER THE NAME OF ST. JOE PAPER COMPANY IN HARRIS COUNTY CLERK'S FILE (H.C.C.F.) NUMBER M032856 PORTER ROAD PROP. F.H. (EXIST. CONC.) PACKWELL SITE PROP. 6 4' WIDE SWING GATE (PROP. CONC.) W/FIRE BOX CHAINLINK FENCE TYPICAL SWING GATE w FIRE BOX SCALE: N.T.S. THIS IS TO CERTIFY THAT THE CITY OF LA PORTE, TEXAS HAS APPROVED THIS SITE PLAN AND DEVELOPMENT OF PAC k well _--------- IN CONFORMANCE WITH THE ORDINANCES OF THE TY OF LA PORTE. I 4100 - D ECTO P RTE DATE DEVELO M T DEPARTMENT PACKWELL SITE: 854,061 S.F. CONC.: 286,036 S.F. BLDG.: 423,660 S.F. % OPEN AREA.: 16.9% SITE PLAN SCALE: 1 "=100' ZONING: PLANNED UNIT DEVELOPMENT (PUD) SPECIAL CONDITIONAL USE PERMIT #SCU05-007, 12-12-05 OWNER/DEVELOPER 800 GESSNER, SUITE 850 HOUSTON, TEXAS 77024 PHONE (713)789-2529 FAX (713)782-3755 • r OF I `i 00 .......:. it ♦ DANIEL H. MARTIN I......................... Ii,' 89383 tvi 1 GISTF_ 2 / 3/c7 7 SHEET TITLE: OL SITE PLAN � Trj � A PRJ NO: SPEC BLDG. #15 DATE: 05/20/06 DWN BY: PAT R. • CHKD BY: MIKE H. 0 STRUCTURAL CALCULATIONS FOR city Copy WILLL&M SCOTSMAN OKLAHOMA, TEXAS, LOUISIANA, ARKANSAS WS1036-2 L&A PROJECT NO. 07E005o13 RECEIVED FEBRUA.RY 2007 C JIAN 2 4 2008 ®Ply LAZENBY & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS 2000 North 7th Street a P. O. Box 728 West Monroe, Louisiana 71294.0728 Phone: (318) 387.2710 - www.fazenbyengr.com STRUCTURAL CALCULATIONS WILLIAM SCOTSMAN OKLAHOMA, TEXAS, LOUISIANA, ARKANSAS WS1036-2 L&&WiRROJECT NO 07E005.13 -,....... iuctErl , MAX IARCHE 22015 ; �kCAH Y 20( Prepared By: LAZENBY & ASSOCIATES. INC. Consulting Engineers and Land Surveyors 2000 North Seventh Street P.O. Box 728 West Monroe, Louisiana 71291 (318)387-2710 RECEIVED JAN 2 4 2008 BUILDING DIMENSIONS: BuildingWidth: W ;= 9.75ft Module Width: W,1 := 9.7511 RaRerSpacing: Sraftor:= 24in BUILDING LOADS: ROOF DEAD LOAD: ROOF LIVE LOAD: FLOOR DEAD LOAD FLOOR LIVE LOAD WILLIAM SCOTSMAN OKLAHOMA, TEXAS, ARKANSAS, AND MISSISSIPPI WS 10,36-2 STRUCTURAL CALCULATIONS Building Length: L:= 32ft Building Cave Height: H:= 12.5ft Roof Pitch: Slope:= 0.25•.0833 Area of Building: Ab13g:= WL Floor Joist Spacing: Sftoor := 16in Abtdg = 312 sf Stud Spacing: Ssmd:= 16in 8 PSF 20 PSF to PSF 50 PSI: 2000lb. Concentrated Load Dl.,.aof:= 8psf LLrovf:= 20psf DLBa�r:= 10psf LLn�rl:= 50psf P:= 20001b TL•roof DL..f + LLroof TLfloorl := DLfloor+ LLflwrl TLroof=28.00psf TLn�rl=60.00psf All wind pressures are as per the 2003 International Building Code and ASCE 7-02 and are for wind speeds of 130 MPH X 1.0 Adjustment factor for building height and exposure, (Figure 6-2, ASCE 7-02) 1:= 1.00 Importance Factor ('fable6-1,ASCE 7-02) W = X•1•PS30 (Equation 6-1, ASCE 7-02) HORIZONTAL FiTN`D LOADS ON EXTERIOR ZONES: ZONE A P530A:= 30.2psf As per Figure 6-2 of ASCF, 7-02 3-second gust. Therefore, lA%A is: WI,A:= X•I•Ps30A WhA = 30.20psf ZONE B PS30B `_ —12.5psf As per Figure 6-2 ofASCE 7-02 3-second gust Therefore wi,d;ist. r` W ;= 2, 1'P53oB WhB=-12.SOpsf HORIZON'CAL, WIND LOADS ON IiNT:ERIOR. ZONES: ZONE C Ps30C := 20.1psf As per Figure 6-2 of ASCE 7-02 3-second gust. Therefore WhC is: WhC:= X'1'PS30C WhC = 20.10psf ZONE D PS30D ;=—7.3psf As per Figure 6-2 of ASCE7-02 3-second gust. Therefore WI,Dis: WhD;=X'I'Ps30D WhD=-730psf VERTICAL, WIND LOADS ON EXTERIOR ZONES: ZONE E PS30E:= 32.2psf As per Figure 6-3 of ASCE 7-02 3-second gust. Therefore Wvl; is: WE := X-1-PS30e WE = 32.20psf ZONE F PS30F 19.7psf As per Figure 6-3 of ASCC 7-02 3-second gust. TherefoicW,•ris: Wvr:=X•1•PS30F W,F=19.70psf VERTICAL WIND LOADS ON INTERIOR ZONES: ZONE U PS300;= 22.4psf As per Figure 6-3 of ASCE 1.02 3-second gust. Therefore WrG is: WvG:= X'I'PS30G W,G= 22.40psf ZONE H t'S30H := 15.lpsf As per Figure 6-3 of ASCB 7-02 3-second gust. Therefore. Wqf is: WIH = X-1-PS30H. WvH = 15.1 Opsf UPLIVI' WIND LOADS ON OVERHANGS! NIANSARDS 1 PARAPET WALLS: The overhangs are analysed using loads found in Figure 6-3, Components and Cladding, ASCF, 7-02. The same loads are used for the uplift forces on the parapet wall. Pvut := 45.Ipsf Pllor;, := 71.1 psf As per Figure 6-3 of ASCE 7-02 (er 3-second gust. Therefore WOH ,Tpn is: W011 uplin := X-I•Pven WOH_upifR = 45.10psf Therefore W,)jj uM„,1l is: WOfl nmmal := X'GPliwiz WOH num,at = 71.10psf RECEIVED JAN 2 4 2008 F COMPONENTS & CLADDING PRESSURE CALCULTIONS: CALCULATE CORNER ZO NES FOR WIND LOADS: The exterior zones tine calculated as follows: at r= 0.1• W at = 0.98 ft a2 := 0.4H 32 = 5.00 ft The width of"a" chosen of the first sets of parameters: a fiat := if(aI > 02, a2,a1) or,,,, = 0.98I't The exterior zones are calculated as follows: a3 := 0.04.L a3 = 1.28 ft a4 := 0.04• W a4 = 0.39 ft The width of"a" chosen of the second sets of parameters: asewnd:= if(a3 > a40403) ase and = 0.39 ft amia := 3ft The choice between the parameter is: achosen := if afirst > asewnd, afirst, ascwnd� achosen = 0.98 ft The chosen versus the minimum is found to be: aact if(achosen > amin+achnsem amia) aaa = 3.00 ft The effective area (sq. ft.) in the roof corner zones is: Awmcr:= aant2 Aoomer = 9.00 ftZ The pressure from Figure 6.3 of ASCE 7-02 for Roof Zone 3 with an effective area of 10 sf: P3 tosf := 71.6psf A10,f := 10sf The pressure from Figure 6.3 of ASCE 7-02 for Roof Zone 3 with an effective area of 20 sf: P3_2osf = 67.Opsf A20sf:= 20sf The pressure from Figure 6.3 of ASCII 7-02 for Roof Zone 3 with an effective area of 50 sE P3 505f := 60,8psf A50sf := 505f The difference in the pressures listed above is: AP30 := P3 2W - P3 lGsf AP3o = -4.6 psf The diffence in the Definite Area is: Adef nrea := A20sf - Alosf Adef area = 10 sf The difference in The Efective Area is: Aeff area Awmer - AtOsF Acff area = -1.0sf 430'Aeff area Through linear inteiWIntion, fire maximum pressure on the studs is: Poomer + P3 tosr Pcomer = 72.1 psf Adef area I f the area at the comer is less than 10 s.f, then the pressure for 10 s.f. is chosen, Pcr,,, := if (Peomer> P3_10sf+P3_t0sfr Pwmer) Pm,r = 71.60psf VERTICAL NVJND LOADS ON'TflE COMER: The roof corner is analyzed using loads found in Figure 6-3, Components and Cladding, ASCE 7-02. Therefore W,,_wrner is: Wv_comer:= ?'1'Pemr Wv comer=71.60 psf NORiVIAL WIND LOADS ON CONIPONENTS & CLADDING (RAFTERS): The maximum length of a rafter is: Lmaer:= Wmt - 4.5in 2 Tire minimum effective area for the rafter is: Lmftef - 29.3Usf Aefrmlter 3 Aer%mfter - The pressure from Figure 6.3 of ASCE 7-02 for Roof Zone 2 with an effective area of 20 sE P2 20sf == 44.6psf A20sf := 20sf The pressure from Figure 6.3 of ASCE 7-02 for Roof Zone 2 with an effective area of 50 sf: P2 50sf := 39.4psf A50sf 50sf The difference in the pressures listed above is: AP30 P2_50sf - P2_20sf AP30 = -5.20 psf The diffence in the Definite Area is: Adef ar=:= A5osf - A20sf Adef arm = 30.00sf The difference in The Efective Area is: Aeff areaAef rafter - Asasf Adr area = -20.70 sf Through linear interpolation, the maximum pressure on the studs is: p AP30'Ae0' area errrsfter + P2 50sf Peffrafter = 42.99psf Adef area The studs, rafters and ridge beam are analyzed using loads found in Figure 6-3, Components and Cladding. ASCE 7-02. Therefore Wroof nonnai is: Wrafter:= 2•1•Perfmfler Waft, =42.99psf RECCIVEn JAN 2 4 2008 > UORIZONTAL WiND LOADS ON COMPONENTS & CLADDING: STUD WIND PRESSURES: The minimum length of all sidewalt stud is: Lsn,d:= 111.375in 2 The minimum effective area for the studs is: Lsmd 28.71 sf Aettstna 3 Aeffswa = The pressure from Figure 6.3 of ASCE 7-02 for Wall Zone 5 with an effective area of 20 sf: P5 20sf := 38.Opsf A20sf := 20sf The pressure from Figure 6.3 of ASCE 7-02 for Wall Zone 5 with an effective area of 50 sf: PS 5osf 34.3psf ASosf:= 50sf The difference in the pressures listed above is: Ap3o := P5 5Dsf - P5 20sf AP30 = -3.70psf The diffence in the Definite Area is: Adef ama A50sf - A2Dsf Adef = 30.00sf The difference in The Efective Area is: Aeff area := AeE:smd - A20sf Aeff area = 8.71 sf AP30'Aeff area Throughlinear interpolation, the maximum pressure ou the studs is: Peffswd + P5 2asf Peffstad = 36.93 psf Adef area The studs, rafters and ridge beam are analyzed using loads found in Figure 6-3, Components and Cladding. ASCE 7-02. ThereforeWvlll_hmizis: Wstuds:=7'1'Pef.,Wd Wswds=36.93psf CALCULATE THE AVF%L GE WIND LOAD UPLIFT INCLUDING EDGE ZONES AND OVERIIANGS: Slope =0.25rft Z:=iflSlope>1.46rft,4,2J Z=2.00 The exterior wall zones are calculated above: a,et = 3.00ft The total edge zone area for the roof is: Aez rwf:= ZaBe fL Ae roof = 192.00 sf The total interior roof zone is: Aiz_roof := Abldg - Ac2rvnf Aiz roof = 120.00 sf a 2 = 9.00 sf act Width of 0yerhang: WOHS Oft WOVE:= Oin This building has no overhangs. Area of Overhangs: A011 := 2 WOHS•L + 2- Wo11EW AoH = O.00 sf Wind loaduplift on the overhangs: WOH uplift = 45.10psf The total uplift force on the building is: Fuplift == •5'Aiz_roof Wv(i + .5'Aiz_roof WvH + .5AQ .of WvE + .5'Aez_roof. WvT a' AOH' Woli_vput, F„pa@ = 7232.40lb The average uplift force on the building is calculated to be: Wv . FnPlift Wv = 23.18psf As per Section 2.4 of ASCE 7-02, 60% of the dead loads may be used. ob etInce the, uplift forces on each component, however, as per Section 6.4.2.2.1 of ASCE 7-02 a minimum of tO psf must be used to determine the adequacy of each building component. f3UfLDINGLOADS: DLbldg:= 25psf DLroof=8.00psf DLaoor= 10.00psf The uplift on the roof less 60% of the dead load is: ilpliftmaf := Wv - 0.61)1,raof Uplifl,�f = 18.38 psf The uplift on the structure less 60% of the building dead loads is: Upliftbldg := Wv - 0.6DLbld9 Upliftbldg = 8.18 psf The minimium uplift force of: Uplifttnin := IOpsf {As per Section 6.4.2.2.1 of ASCE 7-02 } 'fhedesignuplift force oil the roof is: UPliftroof:=if(Upliftroof>Uplif6ja,UpliftrooGUplifttnfn) Uplif6,,f = 18.38psf The design uplift force on the building is: Upliftbuilding if(Upliftbldg > Upliftrafn,UPliftb1dg,UPlif6in) Upliftbuilding = 10.00psf LOAD DURATION FACTORS: The Load Duration Factor for Ll- ,,js: CDr�f := 1.15 The Repetitive lblembef Factor is: CR:= 1.15 The Load Duration Factor for Wind Loads: CDv,ind := 1.6 The Shear Stress Factor: CH 2.0 The Load Duration Factor for 1.1.0o„r is: C 1.00 Dnoor� RECEIvr- r, JAN 2 4 2008 SNOW LOAD: T The Ground Snow Load is: The Exposure Factor is found in Table 7-2 of the ASCE 7-02: The Thermal Factor is found in fable 7-3 of the ASCE 7-02: The Importance Factor is found in Table 7-4 of the ASCE 7-02: The Flat Roof Snow Load is calculated per Equation 7-1: The Flat Roof Snow Load is calculated: The unbalanced .snow load on the pitched roof is: p IOpsf Ce:= 1.0 C,:= 1.0 1 1.0 SL,,,,,r:= 0.7•C C,.I•pg SL,,,,,f = 7.Opsf SLUNB,00f:= 1.5•SLraof SLUNBraof = 10.50psf RAFTER ANALYSIS: Choose The larger of the Roof Live Load of The Roof Snow Load. LLm,x := if(SLUNBroof> LLrwp SLUNBroof.I-Lroo1 LLmax = 20.00psf Total Load. TLroof := DLroof d' LLmax TLroof = 28.00psf Uniform rafter load: toTLr o f:= TL ,f-Salter (OTL,00f = 56.00plf Rafter confi tE Iradmi, Span := Wmt - 4.5in Span = 9.3811 E := 1600•ksi B 0 Centrcid Y �d b The composite moment of inertia is: b := 1.5in d 5.5in Al := b•d yl := 0.5d B := 0-in D:= Oin A2:= B•D }2 d + 0.5D Distance to centroid: Y := A1-yI + A2•y2 Y = 2,75 in Y2 := (d + D) - Y AI+A) 3 3 I:=b'a +Al•(Y-yl)2+BB-D +A2-(y2-Y)2 12 12 BENDING STRESS CHECK: Tlne max moment for the mfler is: M := 0.125(6FL,00rSpau2 M = 7.381 ip•in The max bending stress is: F M•Y B_max ... I FB max = 976.24 psi Allowable bending stress: F6:=1250•pst. FBa11ow:=Fb'CDroof'CR FBallow=1653.12psi SHEAR STRESS CHECK.:. V :=.:0.5aTLm0rSpan The Tabulated Shear Value Parallel to dmih is: The Maximum Allowable Shear Stress: The max shear stress is: 3V FV_max• 2-b-d L DEFLECTIONCHF,CK: Amax:= 5-(o efSpan4 384-E 1 RAFTER SLENDERNESS CHECK FOR UPLIFT The depth of the rafter is: d = 5.50 in Led RB - RB = 16.5E 4 Y2 = 2.75 in ] = 20.80 in Theref6re.O.K. V = 262.50lb f 90psi F\-allow:= CH'Clhoof'fv Fv max = 47.73 psi which is < Fv_a11aw = 207.00 psi Therefore, O.K. Amax=0.3in which is< The unbraced rafter length is: The width of The rafter is: Span = O.Sin 'Therefore, O.K. 240 le:= Span b = 1.50 in 0.43SE Fbe = 2548.4 psi b2 R.,2 A.lbwa le bending stress: FH_allow Fb'CDw1nd'CR FB_aaow = 2300psi Therefore, O.K. ff RB does not exceed 50, the heading design values are obtained by the following equation: Fbe 1 2 Fbe FB_allow FB allmv FB allow FB uprn FB_auoa 1.9 FB_uprR = 1967.1 psi 1.9 0.95 The maximum distributed load for uplift wind loads is: (0,m := S,A.4Wmnnr - 0.6•DLr00f) (OUP '= 76.38plf The maximum moment due to Uplift is: Map:= 0.125-ra„ P Span2 Mop = 839.I01b•ft The actual stress due to the uplift moment is: Fb Map Y2 Fb = 1331.5 psi I The actual bending stress due to the wind load uplift is less than the allowable, therefore the rafters do not need to be braced. RAFTERS ARE ADEAIWft l V E D JAN 2 4 2008 ► IiLOORSYS'. VMANALYSIS TLfi., LLil.,, + DLnm, 'I'Ln. = 60.00psf Unifomwjoist load: roam,,:= -rLnwr'Snwr mnoor = 80.00plf P /load span := 75.5-in (1-hearn spacing on chassis) _ L1 span <'L1 RI := 0.5.(W,,,I DLfW;StjW+P) RI = 1065.0016 R R R2:=0.5-(mnootWml) R2=390.00lb Vmax:= if(RI> R2,RI, R2) Vm3x=1065.00lb BENDING STRESS CHUCK: As per the IBC, the above two bads are to be checked seperately to determine the max moment. P Mp:=0.25.16•span Mp=23.59kip•in Mid=0.125ranw;spao Mload=4.75kip•in Therefore. the max moment is: Mmax = if(MP > Mimd,MP,MImd) Mmss = 23.59kip-in b:= 1.5in d = 5.5in AI := b•d yl := 0.5d A3:= b•d y3 := 0.5d B := 2-in D = 0.75-in A2 := B-D y2 := d + 0.51) Distance to cenaoid: Y := AI -yl + A2.y2 + A3.y3 Y = 3.01 in AI+A2+A3 The cons )site moment of inertia is: b-d3 2 B-D3 2 b•d3 2 4 1 1:= 1z + Al.(Y - yl) + 12 + A2(y2 - Y) + 12 + A3•(Y - y3) 1 = 55.09in ! The max bending stress is: Fn ma = Mm'x Y FB m,x = 1289.25 psi The tdbulatedbending stress is: Fb:=.1250psi "rhe allowable bending stress is: Fb ano. = Fb'CR'CDnoor Fb dbw = 1437.50 psi Therefore, O.K. SHEAR STRESS CHECK: Cross -sectional area: Aura:= b.d + B-D Area =9.75si f = 90psi The AdjustedAllomableShenrSrrecsis: 3VFv- allaw:=fv'CDnoor'Cfl mu The max shear stress is: Fy max = Fv max = 163.85 psi which is < Fv allow = 180.00psi Therefore, OK- 2Area - DEFLECTION CHECK: E := 1600•ksi P = 20001b Assuming simply supppurted, the max deflection is: Deflection for the uniform load: Deflection fm- lbe concentrated load: 5-can.-span 4 0.625P.span3 A 1 := 41 = 0.03 in e2 := 42 = 0.13 in 384•E•1 48•E-1 Allowable Deflection: span = 6.29 R span = 0.21 in Therel'urn, O.K. FLOOR JOISTS ARF ADEOUATF. 360 FLOOR DECKING CHECK: Per the "Span Ratings R Recommended Live Loads for Subfloors and Single Layer Floors", the 3/4" decking has an allowable live load of 240 PSF, therefore. the decking is satisfactory for this building. RECE)VEn JAN 2 4 2008 i . i N FRANIL' IU LANALYSIS: The maximum distance between supports is: I P.m := 8.O11 The uniform distributed load on one frame rail: mfmn,a:= 0.5(LLpoa, + LLom, + DLbtdg)' Wmi wauna = 463.12 plf Using the continuous member eyuations.the maximummoment is:: Mfr :=0.10•apame'Lspem2 MFlu,, 35.57kip-in The maximum calculated shear load: ufmme mframe'Lspom Vfmme = 3705.00lb Using a KI IOx9 the section properties are: A:- 2.65in2 I, := 39.Oin4 S, := 7.79in3 Arenofs6fferred webforshearcheck: Twab:=0.157in dweb :=1O'n A,,:=Twcb.dweb A„=1.57in2 Actual Bend Stress: M Cmme fb fb = 4565.85 psi Which is less than the nllowable stress of 23,760 PSI, lherefore OK. S, SLicat 5tvLss .heck: 'fhe max shear stress is: Fv maz := vfmme A, Fy = 2.4 ksi The maximum allowable shear stress is: F,,_allow := 0.436ksi F, .ttow = 14.40 ksi 'Therefore, U.K. Deflection Check: E,,,,i := 29000ksi 5 4 fmme' Lspam Assume simple span conditions for checking deflection: Aura '= Amie = 0.037738 in 384-E,m,I-I, L f Amax •gym Ama, = 0.27 in Therefore the M IOx9 is sufficient. 360 RECEIVEn JAN 2 4 2008 EXTC:RIOR WALLS All the following checks are based on the lied Zone pressures. The Max IomIUniformLoad for Load Case #1is: TLI DL,�f+LLmf TL1=28.00psf The Max Total Unifmn3 Load I'or Load Case #2is: TL2:= DL wf+ 0.751_L,t,of TL2 = 23.00psf The Max Total Unili3ml Load for Load Case 93is: TL3 := 0.6DL=f TL3 = 4.80psf Uniform load on each stud: w:=W.,„d,•(16.in) w=49.23plf Lengtbofstud: 11und=111.38 in 9 0 b := 1.5in d := 3.5in A[ := b-d yl := 0.5d Distance to cenhnid: Cenfrold A I •yI + A2. y2 d B:= O-in D:= 0-in A2:= B•D y2 d+O.SD Y:= Y= 1.75in il 41 � 4J Y 3 3 1 b The composite moment of inertia is: 1:= b d + Al .(Y — yl )2 + B—D + A2.(y2 — Y)2 I = 5.36 in4 12 12 i 'The allowable compresive stress is: The allowable bending stress is: The Total Load due to Load Case 1 : The Maximum Compresive Stress is: The Combined Stress Ratio for Load Case #I is: The Total Load due to Load Lose 2: The Maximum Compresive Stress is: .. Max moment ou stud: The Mminmm Bending Stress is: The Combined Stress Ratio for Load Case #2 is: ' The Tow Load due to Load Case 3: The MaNimunl Compresive Stress is: Max momenton stud: The Maxinium Beudino Stress is: The Combined Stress .Ratio for Load Case #3 is: Fc allow 1650psi Fc Fc_elbw'CDroof'Ct Fc= 1897.50psi fb allow 1500•psi Fb fb xilow'CR'CDwind Fb = 2760psi Fri := 11I•1(03Wm,)(Sm,) Fci = 273.00lb FcI FC mexl Al FC mxxl = 52.00psi FC t mxx =0.03 which is<IA Therefore, O.K. Fc Fc2:= TL2-(0.5WmI)(Srxaer) Fc2 FC mex2 '= AI w Lx j2 Mmw:= 8 Mmu2'Y FB inoz2 �_ ( FC .2 Fs +=0.78 F. Fb Fc3: TLY(0.5Wm1)(SnAa) Fc3 FC mxx3 A I wL 2 Mmux3' 8 M 3•Y FFl_mxxJ := 1 FC mex3 + FB maxi = 0.76 Fc Fb Fc2 = 224.25lb FC mxx2 = 42.71 psi M, u2 = 6361.61 lb. in Fp �2 = 2077.26 psi which is < 1..0 'Therefore, U.K. Fc3 = 46.80lb FC max3 = 8.91 psi Mmex3 = 6361.61 lb -in FD_mxx3 = 2077.26 psi which is < 1.0 "Therefore, O.K. RECEIVErn JAN 2 4 2008 i �. UPLIFT FORCES Rn (ter Connection it Side Nall or Ridge Bea na 1: Each railer is fastened -with a t 1/2"x30 gauge strap at 48 in. on center. Fy:= 33ksi 'File total uplift load on each snap is: Strapuplia:= Wmaar-Smfte 0.5-Wml Strap purl = 419.14lb The uplift resistance provided by each strap is: Tensileagow:= 0.6•Fy Tensileaaow = 19.80ksi ' The area of each straps: iAstrop:=(I.Sin).(0.0157in) A,hap=0.02si 'file uplift resistance provided by the strap is: Strapauew := Asasp TensilCallow The I 1 /2"x 30 gauge snap has ati allowable uplift load of: Strapatlow = 466.29lb Therefore, O.K. The shear resistance per 1-16 ga. staple is: Vsmple := 681b The minimum number of staples is: Noaapla := 6 The total uplift resistance clue to the staples is: TURsmpla := Vsmplc,Nosmpla'CDwlad TURsmpla = 652.80lb The strap with staples ' Rafter Connection at Side Wall or Ridge Benm 2: is sufficient. Each rafter is fastened with 3 12d nails to it 2x6 m0ei heel plate: 'Pile total uplift load on each mfier is: Hpuptia = Wafter Snad0.5• Wo,t Hpuplia = 419.14lb The shear resisnnrce per 12d nail is: Vrmil _ 128Ib The minimmn number of staples is: Nooails := 3 The total uplift resistance due to the staples is: TURoalla := Vamll-Normiu'CDwind TUR,miy = 614.40lb The heel plate with nails is sufiicieu. Roof (iD Corner Connection The corner sheathing to rafter connection is calculated below: The load area for this uplift force is: 'aw, = 3.00ft Area:= a.2 Area = 9.00sf 'file deci<ing is attached to the rafters m'trusses by 16 gage x 1/2"xI-1/2" staples at4" along the edge and 9"o.c. in the field. The approximate number of staples that is resisting 2 aDa rawrl yawl — Sol the uplill forces on the roof sheating is calculated as: NOsmpla'= 4in — 1 + I` 9in J I\ 24in /I No,r,'plC1 — 19 Thickness of roof sheathing is 1 in tiOOt�`' 6 91re Specific gravity of the rafter is: G := 0.55 The length of the staple used is: Ismpk:= 1.5in The diameter of the staples is: Daapk:= 0.055 The actual embedment length of the staple is: dm,bad := lstaple — trootdmk — Daapk-in tl rbed = 1.01 in 5 The withdrawal design value for the staple is calculated as: Withdrawal := 2.1380•132.Dmpl,. pii Withdrawal = 34.05pli The allowable withdrawal factor is: Fwidr:= CDwind,Withdrawal Faith = 54.49pli The mminmm uplift resistance is: UPrais, No smpin'Fwirh'danbed Uprain = 104316 . The total uplift load on ilie corner of the roof is: Comcraplia W„_eOf, Area Corneraplig - 644lb Which is < UProia = 1043lb RECEIVrtr JAN 2 4 2008 I. Ilorizontal wind lond on Tie -downs (Lone Wall): (Toward pitched roof) The exterior wall and rool'zones are calculated as follows: Slope = 0.25 ft L = 32.00 ft W = 9.75 R The exterior -zone wall area is: A= watt := 2a.141 The vertical height of the roof is: hroor:= 0.5W.Slope I The exterior -zone roof area is: A= roof := 2-aadhmof Projected interior -zone wall area: Air wofl := H.(L - 2.a.,) Projected horizontal iulerior-zone roof area: Aizroof:= hmr(L - 2'oa,,) Wind pressures for the exterior zones: WhA = 30.20psf Wind pressures for the interior zones: WhC = 20.10 psf Total Horizontal Force (including forces on parapet walls above the cave line): -ITIFI := WhA'Aea. wall + WhD'Aa roof + WhC-Aix wall + WhD'Aiz root Total number of fie -down straps along the long wall is: Told average tensile force on each tie -downs suap: T TIIFI nro •_ — Nlong Tie_downb,.k.anmg,h:= 2723lb H = 12.5011 AQ watt = 75.00sf hoof = 0.10 ft A,, ,air = 0.61 sf Ai, wall = 325.00sf An nor = 2.64 sf Whg=-12.50psf µrho = -7.30 psf The ntininmm break strength of each lie -down is: Ifu-izorml wind load on Tie -downs (Short \Fall) The top of building height is: The height at the edge of the interior zone is: The Mean Roof Height in the edge zone is: The Mean Roof Height in the interior zone is: The tndwall edge zone urea is calculated as follows NH g := 7 peak:= H+ h,.f hu:= H+ape,.Slope M RHa := H + 0.5. a.- Slope MRIii�:= 0.5.(peak + h;s) A.:= Za,,,.MRH. The endw•all interior zone is calculated as follows: Af:= (W - Zaaa)'M.RHia Therefore the nraximuni ho6zoniul force (including TIM := Aa WhC + A�. WhA forces on parapet walls above the cave line) is: TTIF2 = 3219.03 lb Total number of tie -down straps along the long wall is: N,ho„ := 2 Total average tensile force on each tie -down strap: T T`HF2 ave _ Nahon THFI=8770.62lb T. = 1252.95 lb Therefore, O.K. peak = 12.60 ft hi,, = 12.56 fl MRH= = 12.53 R MRHis = 12.58 R AQ = 75.19 sf AQ = 47.18 sf Ts, = 1609.51 lb the minimum break strength ofeach tie -down is: Tie_downyncahv,gh:= 27231b Therefore, U.K. )Find Load Uulift on Tie -Downs: UPliftbaildh,g = 10.00psf Building Width: W = 9.75 R Building Length: L = 32.0011 Area of Building: The Total Uplift Force on the building is: TUF:= (A + ADit)•Uplifibaildtng Total number of tie -down soaps along the long wall is: Nsrap = 2- Ntong + Nshon) Total average tensile force on each tie -down strap: TaTUF ve _ Nnnp The mininnnn break strength of each tie -down is: T'ie_downb,wk.mg,h := 27231b A:= W-L A = 312.00sf TUF = 3120.00 lb Nang = 18 T,vo = 173.33lb Therefore; O.K. RECEIvr•- JAN 2 4 2008 SI: EAR WALL: This check of the shear walls is based on Inleior and End Zone Wind Pressures The force that the shear wall must resist is the sum of the horizontal hind or seismic loads on the wall and roof of the structure. In the Following calculations, the horizontal fora on the roof is acting in the opposite direction from the wind loads on the wall. so the roof loads are neglected. The wind loads on the wall are ultimately spreadevenly between the roof deck and the floor deck, so the shearwalls are only having to resist half of the total force on the walls. Any parapet wall loads are included in the force to be resisted - The calculations are as follows: The total force that must be resisted by Will of SWFI := 0.5(WhA'Aa¢_"II + WhC'Aix wall) the side wall shearwalls and any interior shear walls is: SWFI = 4398.75lb 'fbc toinl force that must be resisted by built of SWF2 := 0.5(Ah Whc + A.- WhA) the end will shearwalls and any interior shear walls is: SWF2 = 1609.51 lb The allowable shear force for the 7116" OSB sheathing attached to the studs using 6d VAII Eul := 350plf common or box nails with 4" edge spacing and 12" field spacing is 350 pound per linear foot of shear wall.. i' 'file allowable shear force for the 518" gypsum walbonrdon hollh sides with 6" edge spacing and 1 i2" bead of adhesive on all framing member is 261 pll'per foot of cons panel. VAIt Inrl := 261 plf For shear wrdl resistance in the length of the building. THE is used to find the total length of shearwall needed to resist the force. Length of exterior shearwall: Lai 1611 Length of interior shealwall: Llnt := Oft 'total shearvull resistance is: TSR := Linr VAII wl + LENT VAn Exit TSR = 5600.00lb ? SWFI = 4398.75 lb Shear wall capacity exceeds die total windload force, therefore, the shearwalls are adequate. For shear wall resistance in the length of the building. SWF2 is used to find the total length of shearwall needed to resist the force. Length of exterior shearwall: LExr := 16R Length of interior shearwall: L OR lnr 'total shearwall resistance is: TSR := Lbn' VAII Inn + LExr'VAII Exit TSR = 56(10.00lb .>_ SWF2 = 1609.51 lb Shear wall capacilV exceeds the total windload force Therefore. the shearwalls are adequate. SEISMIC BASF. SHEAR The Seismic Design Category is: B The following analysis will determine the seismic base shear., V, fmr the building. This analysis is based on the 2003 IBC'. i The base shear, Equation 16-34, is found with the following equation: VSL = C,• W where: W = Building_Area- Weight Total Building 2 6 A = 312 R As -Hail( weight of the building: Weight:= 25psf F;flective seismic weight of' the building: W := A. Weight W = 7.80 kip THE SHORT PERIOD DESIGN ELASTIC RESPONSE ACCELERATION: Si :- 0.65 (Mapped spectral acceleration value. Figure 1615(I l) F,:= 1.32 (Site Coefficient, Value from Table 1611.1.2(111, using value of So Therefore: SMS := Fo Ss SMs = 0.86 (Spectral respunse acceleatiou parameters, Eq. 16-38) SD5 := 23'SMS Soy = 0.57 ("File design spectral response acceleration at short period, Eq. 16-40) R := 6 (Response Modification Coefficient, Table 1617.6.2) IE 1.00 (Seismic Factor, Value from Table 1604.5, Category II) 'fhe base shear fm the building is (Equation 16-56): V8i := 1.2'SDS W VgL = 892.321E Seismic londine on Tie -downs R Number ofsraps: Straps :=if(Nlang> Nihon, Nation,Nlvng) Straps "file seismic load on each tie -down is: Tie_downrl :_SL Tie downil = 446.16lb Straps 'file minimum break strength of each tie -down is: 'I'ie_down:= 27231b Therefore, O.K. RECEIVEn JAN 2 4 2008 �. FOUNDATION DESIGN 9.75 ft . The nmxinnnP pier spacing is: Spj,:= 811 i... 'I'hc allowable soil bearing pressure. %:= 2500psf Footing'A' is a 16" square footing. Basel :_ (16in)2 Basel = 1.78 ft2 The maximum allowable load on Footing'A' is: Pierl := q; Rasel Pier] = 4444.44lb i The Total Load on foundation for Load Case # I is: TLroon� := DLhIde + LLoof TLro I = 45.00psf . The Total Load on foundation for Load Case 92 is: Tl,foan2 := DLbldp + LLaomt TLfoan2 = 75.00psf The Total Load on foundation for Load Case #3 is TLro.m3:= DLbidS + 0.75W root + LLnoort) TLrouo3 = 77.50psf Choose the greatest of the three Load Cases: TLFI := if(TLrount > TLrnu„2,TLrount,TLruan2) TLFi = 75.00psf TLf2:=if(TLrouo3>TLFI,TLr,=3,1'LFI) TLF2=77.50psf TLMAX := TLn .TLMAX = 77.50 psf Reactions on Piers alone exteior fiame: The average load on the inner piers is calculated as follows: TLOM Out := SPjR 0.5• W,ai-(TLMpX) TLPIR oot = 3022.50lb which is < Pierl = 4444.44 ]b Footing'A' is OK. RECEIVE JAN 2 4 2008 ft9calveO JAN 2 4 2008 `'P Gc NAMeL'wl TnuBk oicili,", arms: FRAME/CHASSIS: DOORS: PLUMBING: .6U6DWG.SO.�FOOTAGE:'"S12CUTRIOpERS:96O.C. EXTERIOR; (02 36-xB0' STEEL ACTvE W L BEAN; 10'BJR. I-S48' U ) En.DODfl9PAOrtm:O LOlYl1�°weAie NO PLUMBING ECM: DETACHABLE CH. LE HIT 2m02m1 aC WI IIODB HRCH: MO W/ NE HITCH E_X¢RIOR HARDWARE GRADl0lII1 HANDWARI TRINES: TWO W/ NEW BRAXES ON ONE AXL-'S TIRES: E (+O-PLY] (RECERTM1I:D IDLERS) I021 PASSAGE M16vE16) 11141 TIUUM` ADILS INIASHRAE 90.1Gm1 FRAME MEDIUW (021 DEAD BOLT USE GROUP: 9 [02).STORM CHAIN HVAC: CONSTRUCTION TYPE: IBC: V-B FLOOR: OCQIPAM IDAD: I1 HVAC [01) 2-Tou WALL 1TTD. WTM 10 K'A' IfrAT STPoP PxFMTBSISLE CAS TYPE: (']LP ONAIRAL OIN/A BOTTOM BOARD: ROL' POLYETHYLENE FIBER MESH INTERIOR: (01) 24-x80- PREFWISHED - HOLLOW CORE -BARD OR EOUfV . - aiPY WSSTS; 2: R-11 U OR Lail 36-x60' 1 R 71NISHED - H� CBS TAE(AIOSTAT: (O+1 PROGRAuuABLE DESIGN LOADS: ��: zxe Na. 2 SUP E 6S AT o OR 61DE9ANT) JCt515: DOUBLE LB SYP No 2 OR EQUAL INTERIOR HARDWARE ASAGE PXVE MARDWAAE DUCTS: Fl4'Q4'52 ROOF LIVE LOAD: 20 PST OECgNG: 3/4' RIWAIOO IO2] PASSAGE (LIVEFm SUPPLY: 24'x24- .ZOOR LIVE LOAD: 50 PSF FLOOR COVER: 1/8- ME Mm-FwalI F9aW [oil PRNACY GONG. FLOD.a_IJV(130 U:-200E-L85 (<EVER9) RETURN -NTT THRUW/JI PLENUM WALL �W1N0 LOAD: (130 1P11 3-SEC maT)n T6i TM1MHNMWT 51D. YOF TRIM W/ JUYP DUCTS k FLEX `O(POSURC 9 - CWE'BASE N/A wSC: N/A LRf`. FlIE&1 Ali VEMIaJTgN18IRDVID®TWW SE)SaC -DES" CATEGORY 1-8 EXTERIOR WALLS: ROOF: w"uAL Am 19AMAEfl aTHl HVAC ererElL SPECIAL CONDITIONS RATTERS: 2A 12 SYP. OR M. O 24. 0.c. FURNITURE OR MISC: AND / OR LIMITATIONS: STUDS: zx4 No. 2 SYP OR SIR AT 16. O.C. RM 4BR SNO. Ii $ P /2 COUNTER TOP 20 LF. uO wNE WAIMrt I. REODIGV ACCESS k SAS APP TO BE PROVIDED AS BOTTOM PUTS SNGL 2x4 SPF No. 3 . BiR RIDGE BEAM: N/A MISC: [011 3'x5' FOLD DOWN PLAN TABLE REOLMEO BY oTHERS AS ARRICABLF. TOP PUTS: OB! 2x4 SPF Na. 3 at'BTa 2. THE BUILDING IS TO BE LDCATED PER THE HEADERS:DOUBLE 2x4 WM t/2• PLYWOOD F41ER C(]L9NG: 2'x4' MOUSTC TI.E, LATW O )'-9' Ai.F. .I04) CABINER 23 LF. F.W1RE SHELVING 'REQUIREMENTS of TABLE 602 Of THE GEES IBC FIRE BLOCKS 2s WIN. AT CW La1E AS REO'D. INSUUiq,1: R-11 UNFKED 3. FIRE EXTINGUISHERS) SHALL 9E INSTALLED M-9TE WSIAATION; R-11 UNFACED OTHERSSHEATHING: T/16' OSB W/ H-CLPS DRAWING INDEX: BY . SFE_ATHAIG: T/16' OSS O SIOEWAILS k _ 4. ANYfS0UIRE0 ALARM SYSTEM SHM.L BE INSTALLED 1/2' RYWOOD O ENDA'ALLS RO0RAG:.045 EPDM (UL-R+JBSo) COVER SNcTT / SPECIFICATIONS A-1 SIDING:.019 ALUMWUY (EYBOSSEO)a1LDI0At. WIWIE (.25 IN 12 PITCH) BOOR PUN A-1 FOUNDATION NOTES: aiDCKFILCINpREAR " s"flD "/A ca0ss-SECOON A-3 EXf TR9A:.019 AWMRk1M - TOP k BOTTOM vFMS: N/A HVAC LAYOUT M_I L FOUNDATION AND ANCHORING ARE SUBJECT TO EVUMG DI E-1 ACCEPTANCE AND INSPECDON SY LOCK SIGRTING:HOME AurLaRlry HAVING A)wsDlcrnN. ELECTRICAL: QQOfESS.... ... 2. TS-00WN ANCHORING. SEE SHEET 5-2 INTERIOR WALLS: S L' 120/2s SINGLE PHASE r u1L7a 'F $' x J. CRAWL SPACE VENDUTION TO BE PROVIDED BY ALL :I�E11C2G�TN LOAD CENTER (Oil WAX WA t\k OTHERS ON -SIZE PER 1203.3.1 0: THE 2003 IBC [ 1 +� IM LIaPT LOAD l94CHE MAX '. LLICIE2(�pp STUD$: 2x4 BPF No. 2 OR 9TR AT 16' O.C. ENTRANCE 1-1/2' BT11B-DH SCOPE OF WORK BOTTOM PLATE: SNGL 2.4 SPF No. 3 OR B R 22015 RBW7 WIRING: ROMO( W �•'•.......: �E. TOP PLATE: DEL La BPF Na. 3 OR BTR / /12 WIRE OkLAHO�,! 1' wulf6 Wa ( HEADERS: SINGLE 2x4 FLAT 2. PEmC LwcRDT (P9VDrAY, iOLWNR ANF. rm:wz. [ia} LIGHTS, [03) 48• T-B 4 TUBE FLOURESCOR TRa ORS I' 1. °RUI''A''+ D. RRE BLOCKS; 2x MIN. AT CLG UNE AS REO'D. W DIFFUSED LENS i lOalnw / 3>R�TIRIt ``: 1/BR4AFm: AA"LIEN"GCnAF1 PACD9C-DINT aDia1 (02) PORCH LIGHT Of STATE OP 1. oYPNL11 a ro Duwc M art Na awL YlAFY AL DrnT9A: Nro.Elpx 19N 9+L pIC( Iyg 9lFJTW: STD. WOOD PMTRIM AS� Ap�RK�ANSA�S NCL1mWIDa©M m FRP: N/A t IANDE * -- 1NbS AN9 M.1oLAAiO. LNSUTATXIH: N/A fCE�L[O6) STD. 12M DUPLEX RECEPTACLES 111 W IUDOI WAXz uL nFClqu.. Ruaac, a.a . us sancc mYMxsllDUPLEXLicxw Nn SABRE E I N:o H� CLVCZTE WaIQ A M yfG Tp FpypL ppllp .EAS, flLiiISTERED raANMtar+s. �� aW1[wrs wT1Va R1° WINDOWS: N017S, SEE SHEET E-1 PfDfE59Drw T]QEER F& f22W .AE M uaPo-m9Mn ar M wnAx IDENTIFICATION: SIZE/TYPE: [04) 46- X zT• HS. BROWE/CLE.w J_BoxEs: [02) W/ 3/4' ENT STUBBED ADM GEEING �ynht N MAX [021 W/ SAFETY GLASS Elm GRAND PF9LLP5 LaK`. THE OROLIMDWIa DNSItF®TDUN WEST I' k ASS(1CwlEs, WC. DEGAL wBLLIAHI IFCOiSYAN WSC: [Ofi] SETS of Is• STEEL MWIBLlAS ALA1M18ipi ACCpRDA11CS UIiTll lax BOAR. 2W'E�aT-T uoNRl"ROE' u�R7129 (31 k) 3n-n10 L1R Atvmrw 1TRL WILLIAMS SCCTSIAAN COVER SHEET /SPECLFIGTIONS BJ2 EAST WALNUT GARLAND. TA Tswo PaC 1/17A7 N.T.S. �. W5103&2 A-1 �t (972) V1 71U I Fa (972) 276-61C3 Fmtl L .a m z c') _. N Rl Z N Xt 0 cc 3'-4' _ v F*22'-441"4 9'0i/4"11 3 4" 9'-0" 3-0' 1 17'-B 1/2" 26'-8 3/4 74'_8 q^ .IY-3 7. -4- ._B B B T IODA --- _ FOLD -DOWN PANEL j PLAN TABLE 24' ATOP W/ 'ty FiC I L-WIRE SHELVING FILE CAB. BELOW 6 WIRE SHELVING 1 rJ_ - TILE TILE ABOVE (TYP®ENDS I .C.'. F11C.1 62 S.F. 184 S.F. i- _ 1 1 1 © 1 1 1 1 1 . B RLC3 B RLC3 B 1 14'-8 3/ " 8'-0 3/4" —8 .._._ 26' 3/ f�V-J J/9 11I44 LOW SIDE c l` T J � O m HIGH SIDE SCHEDULE 1 LEGEND OF 6wEOp KEY ITEM DESCRIPTION I 512E FROUGM OPENING 0~ 2i � s AIRK}## * 111Lg1IINf W16E *° REGISTERED RLC3 38' X 80' STEEL ACTIVE W/ IOx70 PANE 36X80 37' X 81 114' Lt E N. 310.E = PF?N REGISTERED ENO EER OD 24' X 80' PREFINISHED -HOLLOW CORE 24X80 26 1/2' X 82' ' pR,XTs, qpy� F q e, � 12290 41, O 38' % 60' PREFINISHED -HOLLOW CORE 38X80 37 t2' X 82'�4 ENGINES,, /`V`% ® 46' X 27' PHILIPS - H.S. BR EAR 46X27 46 1/2' X 27 1/4' UP as 3/4' COLORS: UZD4T' k ASSDCurS. uA:. 2W0 NDRIF ),n S1REEf EXT. SIDING: EXT. TRIM: 316 MLS. WILLIAMS SOOTSIAM FLOOR PLAN AA■ am Ven ■� ws W5103F1 a¢i �2 1Y)2e 3)4-)631! �(9)�) 276-510! 045 EPOM ROOFING OVER 7/16- OSS 6HEATHWG WTTN H-CUPS 2r S No. 2 MM. AT 24 O.C. ) /4 0_ R-11 UNFACED INS DDN ROOF R&FFERS SECVM TO SIDEWA WITH ]OGA x 1-1/2 $RAP O 40'O.C. 8� Si FACN END OF FWIALMN 2x6 RAFTER 11m RATE PLASTIC NEMI ON RAFTER 2-2x4 TOP P TE UNDERSIDE ... ....... ..... .2xt No. 2 SYP OR BTR \........... ......................... `NSPENDED KOLMTr� .STUDS AT 16' O.C. GRID CEUNG O 7'-9' .019 AUTYNUM EXT. SO - OVER >,/16' OSB O SOEWALLS k 1/2 PLYWOOD O ENDWAUS n 1/4' PANELING �m m n c I I w n.n 1 I SIDEWA $RAPPED ip FLOOR o o+ o WRN 1 ,/2' % 30 CA STRAPS AT 6-STUDS FROM EACH END h AT 0' O.C. THEREAF R wum 3/t' PLYWOOD DEC,QO 6-16GA STARES E H END . OF EACH STRIP 2.5 No. 2 STP OR ElErrM - JO= AT 16' O.C. R-11 UNFACED TNSUATION R-II UNEACEII UIRRATION IN FLOOR ASSEMBLY fCC• OF7 ••, 2xt BOROY RATE QQ:OrW� &,.... 2-2�mmJ xo.2 SYP BOOR U1G1a •'• (i OW m IARCFIO IAAX U1RLY� WOVEN POLYEIML.ENE BOTTOM BARRIER - 75 1/2 9=7 ,H�•• 22016 f$' �T... aFIAHOA)• n m O LW�� TNANSAS Z (7 BACK VIEWti 0 t M ,*a�TE*ER*En N m = * WJcuRCIE 'k u[FN z pN�� BEN*ER UnFr NSTERED� N C E ! g�}'} F�ROFESSONX ENiNr'FA e No. 12290 C at ANX . W .. 1�,Q ENO NE no aP LAZENBY k ASSOCNlES, vO. TRANSPORTATION HT.: 12'-11" 2000 NORM )IN STREET W3T YDNROE A )129t E310) 36>-Z 10 L,. M1WY T W,C MWM T: N%MR1; 1111E M.L.S. WILLINIS SCOTSNAN CROSS SECTOON Qsj Ye 6Y EUT V-lg ' �L PG MQ rAL GYIAIE6: T% )]M6 1/i ]Al] 3R'•1'd' W51078-2 MQ1 A-3 0>2) 276-7626 FNL (O]2) ]>6-5106 /8 WAS UNT 50 1 2 20 RER'PT� ES /12 2P 3 A M 110HIS /12 - OPEN - 5 B _ OPEN ) 5 _ 0pEN I G� LU(7FN 11A% LARCEIE 22015 is W 12290 T-8 FR 2'.0' a TUBE 1ROFE DIFFUSED W/ O LENS EXT. PORCH LIC1R EwpmcppP MAX OPnnuml 120V RECEPTACLE T� 100 NIP LUAO CENTER O 75 CM FAN UONT COMBO PHONE / MTA JACK STUB -IN UL N $ 120r SYICL2 TOCCIF Sw H O THERMOSTAT LOCATKIN LAZEN91 @ ASSOCMIES, OIC. STREET 2N'E�Sf Ln (+487 40�ilRNOE�lb U ) (315M7-2710 mm n o.rz oilw ro �� M.L.S. I WIWAMS SCOTSMp2J' ELECTRICAL �rlZv[ B�E�T AMV� oMc 1/17N7 I3cui 1/d'>•i'-0' I Ot. w. WS1O362 �- E.1 � j�0 ( `tnt 2>5-7626�FAC (2)�2) 2)6-5105 u 0~' ~ ✓I ARKµy1S SYMBOL LEGEND =1FEDOflIW2lARDE ;: ... LbO N0.5105A REGL4TERm REGISTERED pgp��SSIONAL ® 24- % 24' DIFFUSER PNOFtSSUMB+GeEEF �§wc2 Wf �Nn t22G0 M "o? FNGINEF'.o`� �' m1 MAY ® JUMP DUCT ,�, k ��' 2000 NOR1N 71h STREET WEST MONROE, u 71281 318) 387-271 tit iT.pd n oN[ ti1a1 m M.L.S. tn� 1t�t. V.ILLIAMS SCOTSMAN CEILING d NVAC LAYOUT AM�7i Z i �2 EAST V&. rl/v: .GWLaID. iM ]Sw0 niL � b 1117M7 114'.t.V WS10362 RQi µ1 5]2) 2]6-762! F/X (972) 27b5105 ! RgirWrvyOmnl[vxy , .1 • !e P IN TAP. T EQ 2199# 3910# _ ,iva. 3910# �39�-1 O# b g ,> 2199# _ — 3910# - - 3910#39104 21 I . ADD BLOCKING EACH c_ j SIDE OF DOORS (TYP.) pF D m Q..... c� °F r Zc Z LUCEH 0;• �i MAX Yi •• to Rl N LARCME A•••._«._.__.__ ivad MAX uRae 1P Ja t, 22016 95307 C3 O�CAHOW� O J ^/ .O�t� 7'Y y! SZATE pp £*ux:n=WLif *4 M*KAN*S .. i< LbTu Fln 31QM 5 REGISTERED REGISTERED NOTES: �PFOFEss°'MIUTx'®' *E I. SOIL CAPACITY IS ASSUMED TO BE 2500 PSF. b'O�, EN(> N'12M 2. PIER SPACING BASED ON ASSUMED PAD SIZE OF 16" X 16". UZENB a NORM 7In Asth 2( ES, wc. 3. BLOCKS ADDED EACH SIDE OF EXT. DOORS (TYP.) wEs uoNROE. uSTREET 712" (318 W7-2710 Mrz oRyw M.L.S. WILLIAMS SCOTSMAN >� SLOCKING ITIE DOWN LOCATIONS A Y�r CY = EAST VA�Nrt AM YI k ( AXII. Tx 7b ouE 1N7A77 � 114'-t'-0- WS103&2 tTcxt S-1 a,2)�7tf��y7z) 21,-lt0! 0 0 cfl Q 0 0 W 0 Z J 0 S90000'00"E 879.49' - _ N9Q°00'00"E 311.01' N90000'00"E 1416.39' --- --- - - - - ----- --.-. _.._.._ ._.._.-_.._ ._._.._..— -0- - _ - _._- _.--.._.-.. .._ I 35' PIPELINE ESMT. I F I I ------------------------------------ -- ----- --- 40' BUILDING LINE I I I I I Ld Z I CD I RESERVE "A" z 32.109 ACRES 1,398,706 SQ. FT. ml I ofIn — I � '• I IN I I I PROP. 2-1 _ WATER METER I W I L (1—DOMESTIC, 1—IRRIGATION) — — — — — — EXIST. 3 SAN. — — — — — _ _ _ _ _ _ _ _ _ _ _ _ PORTER ROAD PRIVATE 50' BUILDING LINE — — — — — T -- —EXIST.3`SA iMAIN N� FORCE 60' INGRESS EGRESS AND UTIL. ESMT. — ----- /------------ FORCE MAIN - - - - - - - - - --------------------- ---------+------------ ------ -- ---------------- -_ - -- PORTER ROAD (EXIST. CONC.) PROP. F.H. PACKWELL SITE \'-- 4' WIDE SWING GATE (PROP. CONC.) w/FIRE BOX TYPICAL SWING GATE w/FIRE BOX SCALE: N.T.S. "-- PROP. 6' CHAINLINK FENCE RESERVE "H" 42.318 ACRES 1,843,360 SO. FT. UNDERWOOD DISTRIBUTION CENTER THIS IS TO CERTIFY THAT THE CITY OF LA PORTE, TEXAS HAS APPROVED THIS SITE PLAN AND DEVELOPMENT OF —FA c k w e I I---------- IN CONFORMANCE WITH THE ORDINANCES OF THE TY OF LA PORTE. BY: -- — a-­41ro-7— DI ECTO P RTE D H.TE DEVELO M T DEPARTMENT I— — — — � 60' INGRESS/EGRESS i AND UTIL. ESMT. RESERVE "D" 10.640 ACRES 463,490 5 FT. PACKWELL SI TE: 854,061 S.F. CON C. 286,036 S.F. BLDG.: 423,660 S.F. OPEN AREA.: 16.9% SITE PLAN SCALE: 1"=100' ZONING: PLANNED UNIT DEVELOPMENT (PUD) SPECIAL CONDITIONAL USE PERMIT #SCU05-007, 12-12-05 OFFICE WAREHOUSE FACILITY FOR: PACKWELL 10016 PORTER ROAD REV ISSUE DATE DESCRIPTION 2/27/06 ISSUED FOR PERMIT 1 8/14/07 REVISED SITE PLAN 2 11 /6/07 REVISED SITE PLAN x.UNDERWOOD ter} Q BUSINESS PARK R OVPDw- I awrMr. _. }Y a r ` = PROJECT I SITE y �avic _ k VICINITY MAP KEY MAP# 539-3 FLOODPLAIN INFORMATION THIS TRACT OF LAND LIES OUTSIDE THE 500—YEAR FLOOD PLAIN (ZONE 'Y'), ACCORDING TO F.E.M.A. FEDERAL INSURANCE RATE MAP NO. 48201 CO930 J; SAID MAP REVISED: NOVEMBER 6, 1996. BENCHMARK BENCHMARK : HGCSD 42, ELEV.= 26.1, REF.TO NAD 83, (CPS OBS — GEOID99). 0.3 MILES NORTH ALONG MILLER CUT—OFF RD. FROM INTERSECTION OF MILLER CUT—OFF RD. & ST.HWY. 225 AT MARK TO RIGHT INSIDE SECURITY FENCE OF "DRAGO SUPPLY CO." LEGAL DESCRIPTION A TRACT OR PARCEL OF LAND CONTAINING -19.607 ACRES OF LAND OR 854,061 SQ. FT., LOCATED IN THE ENOCH BRINSON SURVEY. ABSTRACT 5, HARRIS COUNTY, TEXAS, BEING OUT OF AND A PART OF THAT CERTAIN CALLED 206.990 ACRE TRACT OF RECORD IN THE NAME OF ST. JOE PAPER COMPANY IN HARRIS COUNTY CLERK'S FILE (H.C.C.F.) NUMBER M032856 OWNER/DEVELOPER r� 800 GESSNER, SUITE 850 HOUSTON, TEXAS 77024 PHONE (713)789-2529 FAX (713)782-3755 .o 00 ,...•.................:... • �. DAIJIEL.H:.MARTIN .� fl -p* �, 89383 i ��� jSTE � •ti�i V� �1i `S'Sj - �z/3�a7 SHEET flTLE: OVERALL SITE PLAN PRJ NO: SPEC BLDG. #15 SHEET NO: cloo DATE: 05/20/06 DWN BY: PAT R. CHKD BY: MIKE H. zrCEIVrn JAN 2 4 2008