Loading...
Plans (70) ,� ,r,LC 5 c !//ise- vt,sem /-uS it/ &, , ,PUT CUgq� GENERAL STRUCTURAL NOTES v James G. Pierson, Inc. ‘L;;:.:111 TI-IESE NOTES SHALL STIPULATE THE MINIMUM STANDARDS P A.B. CHANCE EARTH ANCHOR (OR EQUAL) _�r 'a A r OF CONSTRUCTION, AND THE DRAWINGS SHALL GOVERN OVER THE NOTES IN ALL MATTERS SPECIFICALLY STATED. ' OFFICE COPY , ANCHOR INSTALLATION TO BE CERTIFIED BY Consulting Structural Engineers VERIFY DIMENSIONS AND EXISTING CONDITIONS, AND GEOTECHNICAL ENGINEER OR EOR -;R 2 5 2816 320 S.W. Stark, Suite 535 NOTIFY ARCHITECT OR ENGINEER OF DISCREPANCIES . • Portland, Oregon 97204 BEFORE PROCEEDING. THE CONTRACTOR IS 7. VERTICAL PILE A: , ", - � e Tel (503) 226-1286 RESPONSIBLE FOR SAFE CONDITIONS AT THE JOBSITE, (150-0002 (WITH 8 HELICAL PLATES) LEAD jt 1 [ " x � � f Fax (503) 226-3130 AND FOR TEMPORARY SUPPORT OF THE BUILDING PRIOR WITH C150-008 EXTENSIONS ir.r x ih i ('(", Web: rr,rrr.jgpierson.com TO THE COMPLETION OF THE VERTICAL AND LATERAL DESIGN LOAD = SEE PLAN MAX = 2,500# (5,000# UL r.).• • LOAD SYSTEMS. ALL WORK SHALL CONFORM TO THE EXPECT 12 TO 15 FOOT EMBED - INSTALL UNTIL TORQUE MATCHES LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. ULT. LOAD. VERTICAL PILE B: xckVv f LIR, ANCHOR LOAD TEST REQUIREMENTS WIITHC150-0008 1 EXTENSIONSL PLATES) LEAD S��REa PRoFeSS< �5 G1NEc, O PROOF-LOAD TEST AND ACCEPTANCE CRITERIA. DESIGN LOAD = SEE PLAN MAX : 1,500# (15,000# ULTIMATE) V �� 1P r EXPECT 12 TO 15 FOOT EMBED - INSTALL UNTIL TORQUE MATCHES 1834.P, A. A MINIMUM OF ONE GROUND ANCHOR SHALL BE PROOF-LOAD TESTED ULT. LOAD. PI/ I ,� 1-5 OREGO , B. THE PROOF-LOAD TEST SHALL BE PERFORMED BY LOADING THE r °'� LOAD TO AGROUND NCHOR IN TENSION IN MAXIMUM LOAD OF 150% OF INCREMENTS THE DESIGN �OAD THEF DE GROUND FOESIGNUR hR 9 GO, ANCHOR MOVEMENT WITH RESPECT TO AN INDEPENDENT FIXED SITE MAP 1=XPIRi=S 30 I� REFERENCE (CREEP) SHALL BE MEASURED TO THE NEAREST 0.01 INCH (0.25 MM) AT THE ALIGNMENT LOAD AND AT EACH INCREMENT OF LOAD. AT LOAD INCREMENTS OTHER THAN THE MAXIMUM TEST LOAD, THE LOAD SHALL BE HELD JUST LONG ENOUGH TO OBTAIN THE READING. THE TOTAL 8 DISPLACEMENT AT 100% OF DESIGN LOAD SHALL NOT EXCEED I/2 INCH y (12.1 MM). G. AT 150% OF DESIGN LOAD, THE LOAD SHALL BE HELD FOR TEN (10) ., 04' sw no RattIvDr f �J MINUTES. THE JACK SHALL BE ADJUSTED AS NECESSARY IN ORDER TO x 1 IA MAINTAIN A CONSTANT LOAD. THE LOAD-HOLD PERIOD SHALL START ASg SOON AS THE MAXIMUM TEST LOAD IS APPLIED AND THE GROUND i,,.. ,r `w,"''''"""'" ANCHOR MOVEMENT WITH RESPECT TO A FIXED REFERENCE (CREEP) i 4.2 SHALL BE MEASURED AND RECORDED AT I MINUTE, 2, 3, 4, 5, 6, AND 10 V ra Hu<1 t w r;, MINUTES. IF THE CREEP BETWEEN ONE (I) MINUTE AND TEN (10) MINUTES < ; ,,� r EXCEEDS 0.04 INCHES, THE TEST LOAD SHALL BE HELD FOR AN vo,, ,sr '.\"00y,/v+i��'� i , ;1 p-� ADDITIONAL 50 MINUTES. ANCHOR MOVEMENT SHALL BE MEASURED AT 15, rw3 „>,1 f� 20, 30, 40, 50 AND 60 MINUTES, THE CREEP VERSUS THE LOGARITHM OF •. TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN O.OS INCHES, 0465 SW r+yniarra n: BETWEEN 6 AND 60 MINUTES, THE TEST SHALL BE CONSIDERED wNaky,',I ,,,N foriN):ri17t SUCCESSFUL. SITE PLAN N.T. `',I,1 r',A, :,1,11yh,.71}J D. ANCHORS THAT DO NOT SATISFY THE ACCEPTANCE CRITERIA SHALL £, ,;,ct. ,t,r,,,, DATE 04/18/16 BE REPLACED OR REDESIGNED AND RETESTED. yv '" , ;ems o�, DRAWN BY: WS gSW Stnrnarertiehl Dr ,,,,N, t- CHECKED BY: PRG i i .(. ale;Rv ullwr e-ol vvlr n 3 l''''� CITY OF TIGARD -. I a o SHEET RILE1 s REVIEWS FOR CODE COMPLIANCE - - GENERAL NCRES, S`'�m S G� S is%L.-,..�,. :C t,Wb .bli- d .i )'. GER '! SPECIFICATION Approved: �( OTC: I I - PROJECT LOCATION NUMBER Permit#: rnsitS ,5‘,,tel4 — OO LcZ �_ CD SHE� ' Address: 104 ,5‘,, 14;.511 f ,.t,d JO✓ SW i-I Shite #: IGNLAND DRIvE ._. S1 .1 By: Date: I.1�sJ 1 4 AREA OF WORK. SEE SHEET 51.2 ' M I ,cPocruRg y James G. Pierson, Ina sloe.1913'::: • Consulting Structural Engineers (E) 6" STEMWALL320 S.N. Stark, Suite 535 A Portland,Tel: (503) 226-1286r— 97204 EXIST. FOUNDATION Fax (503) 226-3130 CHIP FOOTING AS Web: www.jgpierson.com REQUIRED -if 0 \ . —• • \c‘• J,P 834 P VERTICAL PILE TYPE A CHANCE FOUNDATION V p (4) NEW AB CHANCE ANCHORS BRACKET 6150121 AT OREGON AT EXISTING FOOTING. CHIMNEY, C150-0239 AT F h l9, � WEST WALL '.' CoQ ,c No?) Q- 1 ,� R. G°\'� ♦ 0 I EXPIRES: 0-30-11 I ® ig WORK AREA o � Wi PROPOSED HELICAL PIER A :4_ LOCATIONS ♦ • 7 L i i ; e • • EXIST. FOUNDATION A.B. CHANCE EARTH ANCHOR (OR EQUAL) 0= SEE 51.1 FOR ANCHORS, EXTENSIONS, AND LOAD TESTING DATE) 04/18/16 • SDRAWN BY: WS LJ VERTICAL PILE TYPE B i CHECK®BY PRG (2) NEW AB CHANCE ANCHORS <© AT EXISTING CHIMNEY FOOTING. lar SFEEr fitLE REMOVE TOE OF EXISTING SIM ANT FOOTING PRIOR TO +DEA PLAN +DETAILS INSTALLATION, TYP. SFEET NUMBER: N HELICAL PILE PLAN LAYOUT 2 VERTICAL ANCHORS /� 0 S1 .2 S 1.2 1/4" = 1'-0" S 1.2� = I,-0„