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HomeMy WebLinkAbout036-490-006. . . . . . . . . . . . PATE RECEIVED FROM'� .�dyiress FOA,�. 7A) ACCOUNT- HOW PAID BEGINNING BALANCE LELIH AMOUNT PAID V-�kl-IECK. I BALANCE 79 MONEY 7- IDUE ORDER MADE IN U.S'A. 0 Wilsonlwo�. 1989 /N -,.'-,-RFCF.I,.PT1 4 92 2- Z, DOLLARS $ BYj 21 ...DE IN 6.,A�. DATE I RECEIVED FRON Address �,,,RFCEIPT 146148 D 0 L LA R S $ /") _' ' ACCOUNT HOW PAID BEGINNING �CA S H BALANCE 'AMOUNT /_0 CHECK PAID BALANCE MONEY DUE -ORDER. 6y CASH Date 001105 RECEIPT---, nAA. Received From Address h --Dollars For AMT. OF: ACCOUNT CASH AMT PAM CHECK ------ d:)-1 BALANCE MONEY DUE ORDER Return Service Requested I , DISCOVER GOLD..... DISCOVER OROVILLE 4 3C ?, 1735 MONTGOMERY STREET. OROVILLE, CALIFORNIA 95965-4897 Table Mountain Concea m C) Attn: Richard Dougherty 1146 th Street Orland,CA 95027 A 1A 0004329646 NOV30 2005_ MAI LED FROM ZIP'60DE 9 5 9 6 5 � - *' �` � _ / __ / _ _ _ _ __ ` _ -- ' u CASH RECEIPT Address ERMINE Mi 2-WAMM 0, ACCOUNT HOW PAiu M�l -� = � M, a MAJ I Ma � a{ RELAYS i , MAIN LUCs SUS CONNECTORS ` 1-3" C, EACH WI 3-500 KCM MAIN LL6 BUS CONNECTORS 1-3" C, EACH W/ 3-500 KCM FOR 1-500 KCM (TYP.) FOR 1-500 KCM (TYP.) . ., 3.CT V/ OUJNFR 3 PHASE v/ 3 C T �" 3fd00/5 METERMETER CTl'PJ METER 3000/5 : 3000 A1" iP (NOTE 1) , l 3000 AMP (NOTE 1) Md LDED CASE GPI I I MOLDED CASE WI 120?yA, 4180V, 3 PHASE, 1200A, 48OV, 3 PHASE, 1 3 WIRE BUQ 3 WIRE 5U5 ` � 10+0!3 100/2 i )600 } 200/3 i00Z00row )(SPARE))d k. trtr h. M r• C 2 V C' EMPTY LIJ -EtrTY '-- (TYP.) $TU13 4 CAP Ljj STU5 4 CAP f5ACXr-LL "T RENCH WTWSAND FOR FUTURE fqmw- -A MNIMLM' CF 5 INCWF-$ Al 5 5ELOUJ COND A OvS �,41MD UITS L -2, 4� AND. DIRECT eup'14LvIRES, J1,' Fl f� j �o is IGHT� FIXTURE CHEDU LE PANEL CHEDUL E' -:L1 C 2 V C' EMPTY LIJ -EtrTY '-- (TYP.) $TU13 4 CAP Ljj STU5 4 CAP f5ACXr-LL "T RENCH WTWSAND FOR FUTURE fqmw- -A MNIMLM' CF 5 INCWF-$ Al 5 5ELOUJ COND A OvS �,41MD UITS L -2, 4� AND. DIRECT eup'14LvIRES, J1,' Fl f� j �o i in ime.,10 1 mv M i nw-" M11 a YIIS HOT ROLLED MILL SHAPES STRUCTURAL STEEL PLATE COLD FORMED, LIGHT GAGE SHAPES BRACE RODS ROOF AND WALL PANEL BOLT, 5/8"0 AND LARGER BOLT, 1/2"0 ONLY ASIrm BE3KOHLIM0H A36 MIN. A-572, A-570, A-529 A-924 OR EQUAL A36 A-924 A-325 SAE GR 5 SEC�0HUI 1V G G3QI R*,2 HE B CER pG30G EIRE- 'DES Framing Members (C's & Z'S) CEE PROPERTIES Engineering Properties FOR ALL SECTIONS: Fy - 55 K/lr! E - 29,500 K/In.° Y Y d T T H X X H X X Y Y _ , vvi". ' Fy = 50 KSI GrN50 MIN. Fy _. 55 KSI Gr D Fy = 36 KSI , Fy = 50 KSI Gr D MIN. SEC�0HUI 1V G G3QI R*,2 HE B CER pG30G EIRE- 'DES Framing Members (C's & Z'S) CEE PROPERTIES Engineering Properties FOR ALL SECTIONS: Fy - 55 K/lr! E - 29,500 K/In.° Y Y d T T H X X H X X Y Y HIIuwUUiC L -000O Condition _ , vvi". ' .-- Sending (Lb./Ft.) I 10" & 12" 7'4' 4'8" NOTES: 1. All values are total loads, including Deflection at Max. Sending (as a ratio of the Span T W H R Area Wt. Ix ff. xEff. I Sect, in (in) (in) (in) (in) in -2) (Lb/ft (in -4); in -3 in-) 16 in -4) 6 16 0.065 2.5 1 0.94 .7 1 . 4.� 1.360 t 71 S 16 O.o 2:5 8 16 0.94 I 0.919 3.12 1.0 1 0.790 8C14 0.076 1. 8 0.94 0.1875 1.078 .67 10.077 .50 0.926 1 .109 2. 1.85 0.76 0.1875 1.490 5.07 13.850 3.4 1.15 10 14 76 2.5 10 1.1 0.1875 1.230 4.18 17.175 3.417t27! 98 10 1^ 1 4. 1 7 .1 7 7 1 4 a.? 7 12C12 0.109 3. 7 1 0.7" 0.1875 2 1 17 7.� 4 3 6.4 7 z HIIuwUUiC L -000O Condition _ , vvi". 1- ZEE PROPERTIES .-- Sending (Lb./Ft.) I 10" & 12" 7'4' 4'8" NOTES: 1. All values are total loads, including Deflection at Max. Sending (as a ratio of the Span T IN - -I H - - -.T - s3 6Z16 .Wr Ix fSe 8Z12 1OZ14 I t.i in in I in in in) in -2 Lb/ft) in- 6n-3 in -4) 6 16 0.065 2.5 1 6 1 . .3125 0.817 2 78 4.516 1.424 1.67 8 16 0.0 8 1.0 .-1 o.938 3.19 8.87 110 1. 7 Z14 0.076 1 8 i .99 0.31 1.097 1 3.73 10.471 ?581 1 1.85 1 _2. .109 5 8 76 0.3125 1 . 67 .3 14.199 3.550 7.13 1 4 7 4 1 4 1 1.249--i 4. 17,799 3,513 1 10 12 0.1 10 0.7 0 1_ 5' 1.785 .07 4.197 4.839 2.13 1 Z1 1n 1� 0.76 .31� 165 7. 6 40.78 4 L 5.08 HIIuwUUiC L -000O Condition \iii Span , vvi". 1- ..... Max. Load .-- Sending (Lb./Ft.) I 10" & 12" 7'4' 4'8" NOTES: 1. All values are total loads, including Deflection at Max. Sending (as a ratio of the Span Load L) assumes three or more bays and a ® I SIMPLE SPAN setback of the end frame decreasing 6Z16 SZ16 8Z14 8Z12 1OZ14 I 1OZ121 12ZI21 6216 SZ16 SZ14 I 8Z12 1 1OZ14 1OZ12 12Z12 16' 122.1 181.0 221.4 304.5 301.3 1 415.0 1 558.0 1 L/142 L/188 L/182 L/179 L/227 L/224 20, 78.2 115.8 141.7 tg4.9 192.8 265.6 1 357.7 1 L/114 L/151 L/145 L/143 L/182 I L/179 L/300 L/240 24 1 54.3 80.4 1 98.4 135.3 133.9 184.4 248.0 1 L/95 L/126 L/121 L/119 L/151 L/149 L/200 25 50.0 74.1 90.7 1 124.7 123.4 170.0 1 228.6 L/91 L/121 L/116 L/115 I L/145 L/143 L/192 28' 39.9 59.1 72.3 99.4 98.4 1 135.5 1 182.2 L/81 i L/108 L/104 L/102 L/130 L/128 L/171 30' 1 34.7 51.5 63.0 86.6 85.7 i 118.1 1 158.7 L/76 L/100 L/97 L/95 L/121 L/119 16' 254.8 338.7 437.6 1 644.2 1 509.7 1 832.0 11025.3 L/213 J L/311 L/287 L/265 L/425 I L/354 L/160. L/514 20' 158.8 219.2 286.7 396.1 346.9 1 539.8 682.2 L/167 L/238 L/215 L/211 L/299 L/261 L/372 LIVE LOAD: 24• 105.8 145.7 187.3 1 264.1 251.7 1 369.9 488.5 L/137 L/192 L/176 L/173 L/227 L/214 L/286 25' 96.8 1 132.1 169.0 1 241.1 234.0 336.9 452.5 t L/131 L/185 L/171 L/166 L/214 L/206 L/276_ ® 1 t 1 1 28' 72.7 100.1 127.7 183.1 188.2 261.9 353.5 1 L/119 L/168 L/157 I L/149 L/187 L/183 L/244 30' 61.2 85.8 108.0 153.5 159.0 226.9 1303.5 I L/115 L/159 L/149 L/142 L/175 L/169 L/227 1 MULTIPLE SPAN 32' I 136.1 196.9 263.5 1 1 L/167 L/156 L/212 34• 1 117.7 171.9 227.4 1 L/159 L/149 L/201 36' 1 102.8 151.9 197.4 1 1 L/151 L/140 L/193 38' 173.0 1 1 L/185 40' 152.8 L/178 Standard purlin laps are as follows: RY PURLIN SIZE FIRST INTERIOR FRAME ALL OTHER INTERIOR FRAMES 6" & 8" 5'4" 34' 10" & 12" 7'4' 4'8" NOTES: 1. All values are total loads, including 3. The Multiple Span portion of the table dead, live, and self weight. assumes three or more bays and a 2. Loads may be increased by a factor of: setback of the end frame decreasing 1.007 for a 1:12 Roof Slope the nominal bay length for the end bay 1.028 for a 2:12 Roof Slope by one foot. 1.111 for a 4:12 Roof Slope "Garco has made every effort to use accurate product descriptions and specifications at the time of this printing, however, because subject to change without prior notice. of continuing product improvement and code changes, ail specifications and descriptions are (KIEHERAi L H070 �. MANUFACTURING PLANT GERTIIimICATIONS GARCO BUILDING SYSTEMS IS AN APPROVED STRUCTURAL STEEL MANUFACTURING PLANT CERTIFIED BY THE FOLLOWING: a.) AISC CERTIFICATION CATEGORY MB b.) CITY OF SEATTLE DCLU c.)))) CANADIAN WELDING BUREAU 2. A-325 DOLT TIGHTENING REQUIRC 'MEETS THE TIGHTENING.•ANO INSPECTION REQUIREMENTS FOR A-325 BOLTS SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS INCLUDED IN PART 5 OF THE LATEST EDITION OF THE "AISC MAP!•UAL OF STEEL CONSTRUCTION." THE THREE MOST COMMON METHODS OF TIGHTENING WHEN FULL PRE -TENSIONING IS REQUIRED ARE: a.) TURN -OF -NUT TIGHTENING. b.) CALIBRATED WRENCH TIGHTF'LING. (A HARDENED WASHER IS REQUIRED UNDER THE ELEMENT OF THE BOL -i EEING TURNED.) c.) DIRECT TENSION INDICATOR TIGHTENING THROUGH USE OF SPECIAL WASHERS OR BOLTS. (NOTE: HARDENED WASHERS AND DIRECT TENSION INDICATING DEVICES ARE ONLY PROVIDED BY MANUFACTURER UPON REQUEST.) 62"'SHERUL 1. pRIMARY STRUCTURAL P AMING a.) ALL PRIMARY STRUCTURAL FRAMING MEMBERS ARE TO BE AUTOMATIC SUBMERGED ARC WELDED BUILT-UP WIDE PLANGE SECTIONS. MISCELLANEOUS WELDS ARE TO BE MADE BY GAS METAL -ARC PROCESS WITH ARGON SHIELDING. ALL WELDING IS TO BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY AND CANADIAN WELDING BUREAU REQUIREMENTS BY WELDERS CERTIFIED IN ACCORDANCE WITH C.W.B., C.S.A. STANDARD W47.1 (FUSION WELDING OF 1=EL STRUCTURES). MINIMUM WEB THICKNESS IS TO BE 1/8" AND MINIMUM FLANGE THICKNESS IS TO BE 3/16". b.) ALL PRIMARY CONNECTIONS ARE BOLTED WITH 5/8" MINIMUM DIAMETER BLACK HEAT-TREATED ASTM A -325N BOLTS. c.) WIND BRACING TO BE BY A OSITIVE "X" SYSTEM UTILIZING TENSION MEMBERS ONLY OF 7 STRAND EHS,,,_ABL WITH GUARANTEED PROOF LOAD CONFORMING TO ASTM A-475, OR BY RODS Or MINIMUM ASTM A-36 GRADE STEEL, UNLESS NOTED OTF E-RWiSE. 2. SECONDARY 8-0 RUC71 U hti: F sMflNG p.) ALL' LIGHT -GAGE COLD -FORMED SECTIONS TO BE BLACK PRIME PAINTED STEEL OR GALVANIZED STEEL WITH ./�L MINIMUM THICKNESS OF 16 GAGE. GALVANIZING TO BE COMMERCIAL QUALITY G-60 COATING IN ACCORDANCE WITH ASTM A-653 SPECS. b.) PURLIN AND GIRT MEMBERS TO BE 6", 8", 10", OR 12" ZEE SHAPES. CEE SECTIONS ARE TO BE USED FOR OPENING FRAMING OR ALTERNATE GIRTS. SECTION PROPERTIES OF ZEE AND CEE MEMBERS TO BE AS PUBLISHED. (SEE CHART AT LEFT.) c.) ALL SECONDARY FRAMING CO,'-NECTIONS ARE TO BE BOLTED WITH 1/2" DIAMETER S.A.E. GRADE 5 BLACK HEAT_7REATED BOLTS. MISCELLANEOUS STEEL CONNECTIONS MAY BE MADE WITH A-307 BLACK OR PLATED BOLTS OR WITH SCREWS AS REQUIRED. �. PANEL COATINGS a.) COLOR COATING OF EXPOSED ROOFING AND SIDING SHALL BE POLYCERAM 3200 THERMOSET POLYESTER ME'LAM'NE SYSTEM, APPLIED AT 0.8 MILS NOMINAL DRY FILM THICKNESS OVER 0.2 MILS NOMINAL DRY FILM THICKNESS OF EPDXY TYPE PRIMER OVER G-90 GALVANIZED SHEET. b.) THE INTERIOR SURFACE OF COLORED ROOFING AND SIDING SHALL BE 0.15 MILS EPDXY PRIMER AND 0.35 MILS UNIVERSAL OFF-WHITE POLYESTER COATING APPLIED OVER G-90 GALVANIZED OR AZ -50 ALUMINUM/ZINC, SHEET. 4. F!RHARY STRUCTURAL DAUNT NN! (SP -3 PRE?) a.) GARCO'S STANDARD MINIMUM 1.0 MIL THICKNESS RUST INHIBITIVE PRIMER WILL BE APPLIED TO ALL STRUCTURAL STEEL. (THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSU'RE TO THE EL-MENTS.) AN OPTIONAL "SPECIAL PAINT' MAY BE FURNISHED AS FOLLOWS: REVISIONS I I APPROVAL ONLY FINAL REVISION DATE : BIE802 1 [PaRMEIREQS GARCO BUILDING SYSTEMS DESIGN CERTIFICATION Garco Building Systems is an "AISC" certified manufacturer. This is to certify that the metal building system to be furnished shall be designed in accordance with the order documents and will meet olr exceed the load requirements as specified below. This includes all primary and secondary framing members, roof and siding panels, and all accessories furnished. Design shall be in accordance with the "AISC" ninth edition "Manual of Steel Construction" and "AISi" (1989) "Cold -Formed Steel Design Manual". The Owner and/or Contractor are responsible for retaining a Professional Engineer if building components are altered, except as required to fit manufacturer's drawings. Note:-Standin eam Panel if included is 12rovided by a non -certified manufacture ENfGINEERING CALCULATIONS BUILDING CODE 94 UBC OCCUPANCY CATEGORY Iv JOB NUMBER: 97539 JOB NAME: LOUISIANA PACIFIC ROOF COVER JOB LOCATION: Oroville, CA. BUILDER: NORTH VALLEY BUILDING SYSTEMS DESIGN PARAMETERS FRAME TYPE: RY ROOF SLOPE: 0.5:12 . BAY SIZE: - 21' _ NOMINAL WIDTH: 37' LENGTH: 21' EAVE HEIGHT: VARIES DESIGN LOADS FRAME SELF WT.: INCLUDED ROOF DEAD LOAD: 2.5 psf COLLATERAL LOAD: 0.0 psf LIVE LOAD: 20 psf SNOW LOAD: 0:'0 psf IMP FAC : 1.00 WIND SPEED: 80 Exp. C IMP FAC : 1.00 SEISMIC ZONE: 3 IMP FAC : 1.00 CRANE CAPACITY: NA CLASS NA MAX. WHEEL LOAD: NA MIN. WHEEL BASE: NA SPECIAL LOADS: SEND FILE: CObfldENTS DATE: 12/12/97 DESIGNED BY: GWM e1 CHECKED BY: 'S SEAL 0�_-Wpvt,2IGN��. In XN OF U FX0 DAT -Tr :3 31 ; Cr .252 This seal is intended for ceftificalion of the shucturat design of the Metal Building System and Components as provided by GARCO BUILDING SYSTEMS. Design and overview of all other portions of this project are NOT within the scope of GARCO BUILDING SYSTEMS or this seal. Department P 'Code Enforcement "00"F1'y'"o Ao"Opy' App-mved I L City Of tlIi LL: Oroville MLTAL OULDIMO "O"ACTMfM A89CCIAno" Ow Date /z -2_q -c17 By �•�2 Maiiing Address: P.O. BOX 19248 C�ilw SPOKANE, WA 99219 Phone #: (509) 244-5611 Street Address: AIRWAY HEIGHT2714 S,t WA 9 001 Fax #: (509) 244 285 ' Job Name LOU151ANA FACIFIC ROOF COVE'P, Builder NOM VALLeY DIJILPING 5Y%W5 Drawn By : CLA, JJob Number: 9%5 AISCCerAf;;edf©r Date 12_MCeW-fR41 I Drw.:I Of: IO Sht.: design&Fabrication lChecked By: IF.E. Date OUT TO OUT OF CONCRETE (WIIHUUI SIUIN,i NUIGH)i 00 Lel' 2C7 K(C2i FLA NOT TO SCALE O CASCO PLATE OUTSIDE FLANGE INSIDE FLANGE (D [SASE PLATE CENTERLINE OF FRAME OR POSTS 2" (TYP) DENOTES: 3/4!'0 ANCHOR BOLTS WITH 3" PROJECTION (BY OTHERS). A B C DENOTES: BASE PLATE SIZE AND LOCATIONS. NOTES: SEE SHEET "F-2" FOR FRAME REACTIONS. OUTSIDE FLANGE a I C INSIDE FLANGE BASE PLATE • EYP. BATE 3-3 t= o o F� � r U 0 O z U z N H 0 CENTERLINE OF RIDGE w u- — — 1 uj U z 0 0 0 0 0 0 b O b • •Q OUT TO OUT OF CONCRETE (WIIHUUI SIUIN,i NUIGH)i 00 Lel' 2C7 K(C2i FLA NOT TO SCALE O CASCO PLATE OUTSIDE FLANGE INSIDE FLANGE (D [SASE PLATE CENTERLINE OF FRAME OR POSTS 2" (TYP) DENOTES: 3/4!'0 ANCHOR BOLTS WITH 3" PROJECTION (BY OTHERS). A B C DENOTES: BASE PLATE SIZE AND LOCATIONS. NOTES: SEE SHEET "F-2" FOR FRAME REACTIONS. OUTSIDE FLANGE a I C INSIDE FLANGE BASE PLATE • EYP. BATE 3-3 t= o o SID�LJaLt_ Qi(LACE Q&p�cTjQrnc, WIN B 1 B P P SI ' ± 5,�1 :L s'q t` S3 2 S2 S41 LUUSIANA PACIFIC ROOF COVER MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH 13Y DEPTH ANCHOR BOLTS MARK WIDTH -BY DEPTH ANCHOR BOLTS BPI 6. 0' by 8. 5' 4 - 3/4 0 BP2 B. 0' by 8. 5' c+ - 3/4' 0 LOAD COMBINATION -I • LL + 2.25 SZ + 1.00 REACTI 1.00 SU + 1, 00 DL + 50 LL + 1.00 LVL LOAD COMBINATION -7 SUPrORT REACTION I. 00 SV + 1.00 DL + 1.00 RVL NUMBER (KIPS OR KIP -FT) SUPPORT T REACTION LOAD COMBINATION -14 p NUMBER (KIPS KIP -FT) S2 -3.867 S1 1.600 S3 -1.874 S2 -0.948 S4 1.074 S3 2.986 LOAD COMMINATION -2 = S4 -5.730 1.00 RT + 1.00 SIIPPORi DL + 50 LL + 1.00 RVL REACTION LOAD COMBINATION 1.00 SV + 1.00 -8 DL + 1.00 SZ IN (KIPS KIP -FT) SUPPORT REACTION SI 00 2.006 NUMBER (KIPS OR KIP -FT) S2 1.002 SI -0.056 S3 2.580 S2 0.751 S4 -3.796 S3 S4 -0.410 1.373 LOAD COMBINATION 1.00 + 1.00 3 DL + T. LL LOAD COMBINATION 9 = RI SUPPORT NUMBER REACTION N (KIPS OR KIP -FT) 1.00 LL SUPPORT REACTION TI SI 0.975 NUMBER (KIPS KIP -FT) S2 S3 4.935 SI S2 0.812 3.900 S4 -0.975 4.957 S3 -0.812 -0.926 2.959 S4 S4 3.869 LOAD COMDI NATI ON 1. 00 SV + 1.00 -4 a DL + 1.00 LL + LVL LOAD COMBINATION -10 = SUPPORT NUMIIER .50 REACTION (KIPS OR KIP -FT) 1.00 LVL SUPPORT REACTION 51 -0.669 NUMBER (KIPS OR KIP -FT) S2 1.6P7 SI -3.2.82 S3 S4 -1. 627 3.983 S2 S3 -6.054 -1.304 LOAD COMBINATION -5 S4 -1.948 1.00 SV + 1.00 OL + 1. 00 LL + . 50 RVL LOAD C�MBI NATI ON 9 e SUPPORT NUMBER REACTION (KIPS OR KIP -FT) SUPPORT REACTION SI 1.694 NUMBER (KIPS OR KIP -FT) S2 3.944 S1 S2 1.437 -1.9114 S3 S4 0.599 1.548 S3 3.149 LOAD COMBINATION. 1.00 SV + 1,00 -4 • - DL + 1.00 LL 4 LVL S4 -6.818 LOAD COMBINATION 00 SV + 1.00 -6 = DL + 1.00 LVL LOAD COMBINATION 12 = UPPORT NUMBER REACTION (KIPS OR KIP -FT) t. 00 SV + 1.00 DL SUPPORT REACTION SI -3.119 NUMBER (KIPS OR KIP -FT) S2 -5.018 Si S2 0.163 1.036 S3 S4 -1.467 -0.060 S3 -0.163 = SUPPORT NUMBER S4 1.088 LOAD COMBINATION -13 • LL + 2.25 SZ + 1.00 REACTI Sl1PPORT OND NUMBER (KIPS 11R KIP -FT) SI 0.482 S2 4.295 S3 -1.532 S4 5.599 LOAD COMBINATION -14 p 1.00 SZ I SUPPORT REACTION 2 NUMBER (KIPS OR KIP -FT) SI S1 -0.219 S3 S2 -0,285 S2 S3 -0.248 S4 S4 0. 285 Building Spnk-me .a 0 Washington REACTIONS Pa .e No, Fl -A-02 ID Systems G t P 12111 /97 12: 52: 42 job N o , 97539 1. Support definitions necessary to Insure frame stability are not shown, 3. foundatloes, footings, anchor bolt Inbednent, thrust angle, hairpins or ties ANCHOR. BOLTS for thrust and all reinforcing are to be designed by a qualified proressionnl Z. All anchor bolts (Including braring angles or bars engineer based on concrete strength and soli conditions of the building site. welded at top) are to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. WIDTH BY DEPTH 5. Anchor bolts are to be In accordance with ASTM speclflcatian A301 or better. FR�_A\IJ IJ IE FFa0 U j©u U� 1 EXP. DATE 3-31-0c-.-5 U-)1 Q IL_ t4. p I -� s 9� Ir S.1 K_ 2 SI S3 S2 S4 LOUSIANA PACIFIC ROOF COVER - MARK WIDTH BY DEPTH ANCHOR. BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6. 0' by 8. 5' .j - 3/4' 0 BP2 8. 0' by U. 5' <I. - 3/4• 0 LOAD COMBINATION I. 00 SV + 1.00 SUPPORT -1 DL + 50 LL + 1.00 LVL ' LOAD COMBINATION -71.00 SV + I. 00 DL + 1. 00 RVL NUMBER RCACTI UN (KIPS R KIP -FT) Sl1PPORT NUMBER (KIPS REACT ON 0 KIP -FT) S1 S2-3.881 7 Sl 1.627 S3 -1.854 S2 S3 -0.926 2.959 S4 1.092 S4 -5. 747 LOAD COMBINATION I. 00 SV + I.O0 -2 DI_ + 50 LL + 1.00 RVL LOAD COMBINATION 8 • SUPP11RT REACTION 00 SV + 1.00 IPP0RT Ii DL + 00 Sz REACTION NUMBER Sl (KIPS OR KIP -FT) 2.030 NUMBER (KIPS OR KIP -FT) S2 1.021 Sl Sz -0.060 0.060 748 S3 S4 2.556 -3. 910 S3 -0.407 S4 1'.381 LOAD COMBINATION 1.00 SV + 1.00 3 . DL + 1.00 LL LOAD COMBINATION 9 e SUPPURi NUMBER RCAC7IUN - - (KIPS OR KIP -FT) 1.00 LL SUPPORT REACTION SI 0.969 NUMBER (KIPS OR KIP -FT) Sc 4.929 SI S2 0. 00 7 3.894 S3 S4 -0.969 - 4.969 S3 -0.807 LOAD COMBINATION. 1.00 SV + 1,00 -4 • - DL + 1.00 LL 4 LVL S4 LOAD COMBINATION -10 3.875 SUPPORT NUMBER .50 REACTION (KIPS OR KIP -FT) I.00 LVL Sl1PPORT REACTION Sl - NUMBER (KIPS OR KIP -FT) C2 S3 .680 /• 498 -1, 61 3 Sl S2 -3.297 -6. 863 S4 3.999 S3 S4 -1.289 -1.939 LOAD COMRINATION I. 00 SV + 1. -5 00 OL l 1. 00 LL + . 50 RVI:1.00 LOAD COMBINATION N RVL = SUPPORT NUMBER REACTION (KIPS OR KIR-f T) SUPPORT NUMBER (KIPS REACTION OR KIP -FT) SI S2 1. 701 3.949 Sl IA6 . 5 1.46 S3 0.592 S S3 116 3.121 S4 1.540 S4 -6.841 LOAD COMBINATION I, 00 SV + 1. -G 00 Dl* 00 LVL LOAD COMBINATION 12 SUPPORT NUMBER RLACTIOT. N (KIPS OR KIP -FT) 00 Su + 1, 00 �UPPORT DL REACTION Sl -3.135 NUMB (KIPS. OR KIP -FT) S2_ -5.828 i SS2 0 1 162 035 S3 S4 -1.451 -0.045 S3 -0. 162 S4 1.094 LOAD COMBINATION 1. 00 SV+1.00 -1.3 ' DI_+I 00 LL+2�25SZ SUPPORT REACT ON NUMBER (KIPS OR KIP -FT) S10. 470 S2 4, 284 S3 -1.520 S4 5.614 LOAD COMBINATION -14 1.00 Sz SUPPORT NUMBER (KISOR Sl -0. 2.21 S2 -0. 287 S3 -0.245 S4 0.297 0 Building Spo4nne REACTIONS P a p N0. F1 -A-03 0 Systems Washington Date : 12/11/97 13: 15: 08 Job No, 97539 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundatlons, footings, anchor bolt Inbednent, thrust angle, hnirnns or ties for thrust and all relnrorr.)ng are to be designed by a qualified proressionnl 2. All anchor bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and soil conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. . S. Anchor bolts are to be In accordance with ASTM specification A307 or better. 1 EXP. DATE 3-31-0c-.-5 2 OUT OF CONCRETE OUT OF CONCRETE 15,-0!, DEAD MAN LOCATION OUT OF CONCRETE L e DM L f C R I R) CENTERLINE OF RIDGE I I I IR I x RI L1 L11 OUT OF CONCRETE QRpFESSJO-A� a RQDM�� ENG��®� 0. cilk�� EXP. DATE 3.3 i= O(D REVISIONS /Sa Building Spokane C=FUnaLLQVOv7PLQH Systems WashingtonS'TP NOT TO SCALE Job Name LOLIISIANApAGIFiC!?OaCOVen Builder NOM VALLeY13112ING5Y5fEM5 Drawn By C,L,A, !Job Number: 97539 Date 12-MCEMPE -9-7 I Drw.:4 Of: IO Sht.: 5-I FINAL REVISION DATE Checked By : G,W.M, I F.E. Date _.,._�� �.._ _ __ __ _ __ _ - --. .�._._ ' � � �T TOU TOF NCRETE IOU T OF NCRETE F-1 FASCIA TRIM (TYP) (1 1/2) PCS ® 14'-2" F-1 FASCIA TRIM (Typ) (1 1/2) PCS ® 14'-2" Eli i: C-26 TLOSURE TRIM (TYP) (1 1/z) rw ® 14 2 C-26 CLOSURE TRIM (TYP) (1 1/2) PCS ® 14'_2^ RP -1 RIDG' Peuci �f (7) REQUIRED 220.0" 18'-6 3/16" 12 4,_a. �• 71/2 3 11/76" Y-4 3/8-� Y-9 T/8" TS SAG ANGLES (TYP) 8 Z 14 ga. purlins S-3 SR -12 S_3 8 Z 14 ga. purlins / s• -o• 4'-9 1/2- 0 I N 12'_2 1/2- THE TIGHTENING AND INSPECTION REQUIREMENTS FOR A-325 90LT'a SHALL BE .N CONFORMANCE WITH THE LATEST EDITION OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS INCLUDED IN PART 5 OF THE LATEST EDITION OF THE "AISC MANUAL OF STEEL CONSTRUCTION". THE THREE MOST COMMON METHODS OF TIGHTENING WHEN i FULL PRETENSIONING IS REQUIRED ARE : A) TURN -OF -NUT ! TIGHTENING. 91 CALIBRATED 'WRENCH TIGHTENING, (A HAROENED WASHER IS REQUIRED UNDER THE ELEMENT OF THE BOLT BE!NG TURNED) AND C) DIRECT TENSION INDICATOF ,=HT NING T114R000H USE OF SPECIAL WASHERS OR 9CL TS (NOTE: HARDENED WASHERS AND DIRECT TENSION 'NOICATING DEVICE:. ARE ONLY PROVIDED BY MANUFACTURING WIDTH. TH 97'0 Cr OUT OF GIRTLINE TO OUT OF THEORECTICAL GIRTLINE NOT TO SCALE TYP I WIDTH THICK N Q 1, uslo L EN6\V'� A NZ* OF C�A*,19 EXP. DATI E 3-31- �7 BUILDER NOTE: THE OWNER AND/OR CONTRACTOR ARE RESPONSIBLE FOR RETAINING A PROFESSIONAL ENGINEER TO INSURE THAT THE NEW STRUCTURE DOES NOT ADVERSELY AFFECT THE EXISTING STRUCTURE. ADDITIONAL LOADING FROM ADDED TRIBUTARY LOADING, SNOW DRIFTING, HORIZONTALLY CONCENTRATED LOADS FROM WIND OR ANY OTHER ADDED LOADS SHOULD BE TAKEN INTO ACCOUNT, IN ADDITION, ANY MODIFICATIONS TO THE EXISTING STRUCTURE (SUCH AS REMOVING EXISTING PANEL AND GIRTS WHICH CHANGE THE UNBRACED LENGTH OF MEMBERS) SHOULD BE INVESTIGATED BY THE RETAINED ENGINEER. BUILDER NOTE: 1. FIELD LOCATE ALL WALKDOOR, WINDOW, AND LOUVER OPENINGS AS REQUIRED. 2. FIELD MODIFY ALL GIRTS, WALL PANELING, AND TRIM AS REQUIRED FOR WALKDOOR, WINDOW, AND LOUVER OPENINGS (SEE ERECTION DRAWINGS OR STANDARD DETAILS FOR THE APPROPRIATE CONNECTION DETAILS). BUILDER NOTE: UNLESS OTHERWISE SPECIFIED, REFER TO GARCO STANDARD DETAIL PACKAGE FOR INSTALLATION OF SECONDARY FRAMING, PANELS, AND TRIM. BUILDER NOTE: * DENOTES: FLANGE BRACES ON ONE/FAR SIDE OF FRAME. . . . . . ** DENOTES: FLANGE BRACES ON BOTH SIDES OF FRAME. REVISIONS I I Building Spokane REVISION �0 Systems Washington Job Name :LOUISIANA PACIFIC ROOF COVER Builder :NORTH VALLEY BUILDING SYSTEMS Drawn By : C.L.A. Job Number: 97539 Date 12—DEC-97 Drw.: 6 Of: 10 Sht.: S-3 Checked By : F.E. Date a OUT OF CONCRETE TT OF NCRETE F-1 FASCIA TRIM (TYP) (1 1/2) PCS ® 14'-2" _ F -i FASCIA TRIM (TYP) 0 1/2) PCS ® 14'-2" C-26 CLOSURE TRIM (TYP} (1 1/2) PCS 0 14'-2' C-26 CLOSURE TRIM (TYP) (1 1/2) FCS ® 14'-2" RP -fl RIDGE PANEL ®� (7) 1REOUIRED 220.0" 18'-6 3/16" 12 11/2 7 11/16' 2'-4 5/8' 2-9 7/8'�`—"--4-p^� � � • TS /-SAG ANGLES (TYP) 8 Z 14 ga. purlins S-3 SR -12 S-3 8 Z 14 Co. ourlfn< / mcm THE TIGHTENING AND INSPECTION REQUIREMENTS FOR A-325 BOLTS SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS INCLUDED IN PART 5 OF THE LATEST EDITION OF THE "AISC MANUAL OF STEEL CONSTRUCTION". THE THREE MOST COMMON METHODS OF TIGHTENING WHEN FULL PRETENSIONING IS REQUIRED ARE : A) TURN -OF -NUT TIGHTENING, 9) CALIBRATED WRENCH TIGHTENING. (A HARCVIED WASHER IS REQUIRED UNDER THE ELEMENT OF THE SOLI 3E PIG JRNEO) AND C) DIRECT TENSION INDICATOR TIGHTENING 'HROUGH USE OF SPECIAL WASHERS OR 9CL7S (NOTE: HARCENED WASHERS AND DIRECT TENSION INDICATING DEVICES ARE ONLY PROVIDED BY MANUFACTURING 1/2" THICK (TOTAL DEPTH 37:a" OUT OF GIRTLINE TO OUT OF THEORECTICAL GIRTLINE 2NOT TO SCALE LENGTH (ft) II TYP I WIDTH THICK I WIDTH , w 31tJ6t OF GA%-\\ EXP. DATE 3-31 (00 BUILDER NOTE: THE OWNER AND/OR CONTRACTOR ARE RESPONSIBLE FOR RETAINING A PROFESSIONAL ENGINEER TO INSURE THAT THE NEW STRUCTURE DOES NOT ADVERSELY AFFECT THE EXISTING STRUCTURE. ADDITIONAL LOADING FROM ADDED TRIBUTARY LOADING, SNOW DRIFTING, HORIZONTALLY CONCENTRATED LOADS FROM WIND OR ANY OTHER ADDED LOADS SHOULD BE TAKEN INTO ACCOUNT. IN ADDITION, ANY MODIFICATIONS TO THE EXISTING STRUCTURE (SUCH AS REMOVING EXISTING PANEL AND GIRTS WHICH CHANGE THE UNBRACED LENGTH OF MEMBERS) SHOULD BE INVESTIGATED BY THE RETAINED ENGINEER. BUILDER NOTE: 1. FIELD LOCATE ALL WALKDOOR, WINDOW, AND LOUVER OPENINGS AS REQUIRED. 2. FIELD MODIFY ALL GIRTS, WALL PANELING, AND TRIM AS REQUIRED FOR WALKDOOR, WINDOW, AND LOUVER OPENINGS (SEE ERECTION DRAWINGS OR STANDARD DETAILS FOR THE APPROPRIATE CONNECTION DETAILS). BUILDER NOTE: UNLESS OTHERWISE SPECIFIED, REFER TO GARCO STANDARD DETAIL PACKAGE FOR INSTALLATION OF SECONDARY FRAMING, PANELS, AND TRIM. BUILDER NOTE: * DENOTES: FLANGE BRACES ON ONE/FAR SIDE OF FRAME. . . . . . ** DENOTES: FLANGE BRACES ON BOTH SIDES OF FRAME. REVISIONS 1 1 Building S ^Lane FINAL REVISION DATE : L2� Systems Washington Job Name : LOUISIANA PACIFIC ROOF COVER Builder : NORTH VALLEY BUILDING SYSTEMS Drawn By C.L.A. lJob Number: 975-9 Date 12—DEC-97 Drw.: 7 Of: 10 Sht.: S-4 Checked By: F.E. Date 4 a I n �i TT OF NCRETE TT OF NCRETE TOP OF ONE-PIECE EAVE STRUT (TYP) 'o 0 l I I Ln In CJ STRUT BRACES ® 1/3 CJ POINTS OF BAY (TYP) G l N I I N XR-3 N W W w 0 S81 SB1 a_ 0 E- 0 r— w 8ZEE169a. SIDEWALL `ol ¢ GIRTS MK "G" (TYP) J 4. ' N N N W O O H r m XR-2 0 N N XR-1 5/8"0 ROD BRACING MK "XR " (TYP) 15'-0" ROD BRACING DEADMAN 21-0" OUT TO OUT OF GIRTLINES SODEWz�LL FRZQXOH(2C Lai' C� ELD-I E "z�A " NOT TO SCALE 8" INSIDE CHANNEL MK "CJ" (TYP) wN.O. C.3101060 EXP. DATE 3-31-o0 BUILDER NOTE: THE OWNER AND/OR CONTRACTOR ARE RESPONSIBLE FOR RETAINING A PROFESSIONAL ENGINEER TO INSURE THAT THE NEW STRUCTURE DOES NOT ADVERSELY AFFECT THE EXISTING STRUCTURE. ADDITIONAL LOADING FROM ADDED TRIBUTARY LOADING, SNOW DRIFTING, HORIZONTALLY CONCENTRATED LOADS FROM WIND OR ANY OTHER ADDED LOADS SHOULD BE TAKEN INTO ACCOUNT. IN ADDITION, ANY MODIFICATIONS TO THE EXISTING STRUCTURE (SUCH AS REMOVING EXISTING PANEL AND GIRTS WHICH CHANGE THE UNBRACED LENGTH OF MEMBERS) SHOULD BE INVESTIGATED BY THE RETAINED ENGINEER. BUILDER NOTE: 1. FIELD LOCATE ALL WALKDOOR, WINDOW, AND LOUVER OPENINGS AS REQUIRED. 2. FIELD MODIFY ALL GIRTS, WALL PANELING, AND TRIM AS REQUIRED FOR WALKDOOR, WINDOW, AND LOUVER OPENINGS (SEE ERECTION DRAWINGS OR STANDARD DETAILS FOR THE APPROPRIATE CONNECTION DETAILS). BUILDER NOTE: UNLESS OTHERWISE SPECIFIED, REFER TO GARCO STANDARD DETAIL PACKAGE FOR INSTALLATION OF SECONDARY FRAMING, PANELS, AND TRIM. REVISIONS �,� Building Spokcne Systems Washington Job Name LOU15IANARACIFIC ROOF CQ57, Builder : MOM VALLeYCULPING5Y51'FM Drawn By : C,L,A, lJob Number: Date 12-VeaMPEn-99 Drw.:8 Of: FINAL REVISION DATE Checked By : I F.E. Date Sht.: OLOUT OF CONCRETE C OUT OF CONCRETE TOP OF ONE-PIECE EAVEISTRUT (TYP) 21'-0" OUT TO OUT OF GIRTLINES NOT TO SCALE EXP. DATE 3-31.'CLQ .r Iti L COLUMN C 2" 2►' 1 FLAN VIEYN- 4 - 3/4`' HIL.TI 'HAS' BOLTS EMBEDDED IN 'HEA' EPDXY RESIN (3" P'ROJ.) TYP. A w T)000'F I GAL 50L.T A N C..,, H GENERAL NOTES I I.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND' 517E CONDITIONS BEFORE S7ARTINS WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 27HE CONTRACTOR A6REE5 THAT HE SHALL A55UME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF TIHE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REOUIREMENT SHALL APPLY CONTINUOU5LY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,INIDEMNIIFY AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISIN6 FROM THE SOLE NE61 I6ENGE OF DANIEL J. DOBBIE. 57HE CONTRACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENC71 NEER. 4.ALL O1 -`!15510N5 AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTEN71ON OF THE ENGINEER. 5.IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR CONDITIONS WHhr H ARE - SHOWN OR GALLED OUT ON THE DRAWIN65 OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER, 6.ALL CONSTRUCTION, INCLUDINS MATERIALS AND WORKMANSHIP, SHALL CONFORM TO THE LATEST EDITION OF THE "UNIFORM BUILDING GORE" '77HE CONTRACTOR SHALL N07 SCALE THE WORKING 1DRAWINS5. SPECIAL INSPECTION I.5PECIAL INSPECTION 15 REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE WITH SECTION 1701 OF THE I0,g4 EDITION OF THE "UNIFORM BUILDING GORE" (UBC): INSTALLATION OF HILTI 'HVA' ADHESIVE ANCHORS. 27HE FOLLOWING REOUIREMENT SHALL BE MET FOR SPECIAL INSPECTION: A.THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A RE6157ERED PROFESSIONAL ENGINEER. B.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWIN65 AND SPECIFICATIONS. - C.THE SPECIAL IN51PEGTOR SHALL 5U51' -11T A FINAL REPORT 51SNED BY THE REGISTERED PROFESSIONAL STATINS WHETHER THE WORK REQUIRING SPECIAL INSPECTION WA5 IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE U.B.G. 5.SPEGIAL INSPECTION APPLICATIONS MUS 7 BE REVIEWE1D AND BE APIPROVED BY THE BUILDING DIVISION PRIOR TO THE 155UANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIVISIION WEEKLY DURINS CONSTRUCTION, WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOG5 AT THE JOB SITE FOR REVIEW BY THE BUILDING OFFICIAL OR HIS REPRESENTATIVE. ANCHOR BOLTS I.ANCHOR BOLTS SHALL BE HILTI 'HVA' ADHESIVE ANCHOR SYSTEM WITH 'HAS' BOL TS EMBEDDED IN 'HEA' EPDXY RESIN PER THE REOUIREMENT5 OF ICBO REPORT NO. 4016. 2.NU75 SHALL CONFORM TO A565, HEX GRADE A. B.IN57ALLATION OF ANCHOR 5OL75 SHALL RECEIVE SPECIAL INSPECTION AS DESCRIBED ABOVE. WARD IOUSE *�LHOUISE -------- (1 - V I - -----�..,J.JJ .--- •-- s ` �1 iii � � - - - u `'L _ - _ _ - Ar N-+ --, .... _ -- � � �r i .. �, I! it � ' tl 17=- _ n t I (1 3 U I tl ru LJ U3 ri �PAL WATE r r'. . 0 r:1 r r.2 r, r2 g--=z::f v IIII WHI, 1500 CiPM RACKUP ONLY rn nt r=7-:.7 n L r? r--= IOR j r r. :77- N 41 E71- C2. VZ':4W- J:3 r—== rl t=,C.i - ?I I_._ , (c.. �� , , , I a __, Ff I L__ I U R r r., r L HifI f 1 i ai 15 lip FUNIP, 11 WARD IOUSE *�LHOUISE -------- (1 - V I - -----�..,J.JJ .--- •-- s ` �1 iii � � - - - u `'L _ - _ _ - Ar N-+ --, .... _ -- � � �r i .. �, I! it � ' tl 17=- _ n t I (1 3 U I tl ru LJ U3 ri �PAL WATE r r'. . 0 r:1 r r.2 r, r2 g--=z::f v IIII WHI, 1500 CiPM RACKUP ONLY rn nt r=7-:.7 n L r? r--= IOR j r r. :77- N 41 E71- C2. VZ':4W- J:3 r—== rl t=,C.i - ?I I_._ , (c.. �� , , , I a __, Ff I L__ I U R r r., r L HifI f 1 i ai 15 lip FUNIP, 15 lip FUNIP, brawn: Job no.::