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Plans (2) - OFFICE COPY PUSH PIER l's4S1 F O U N DATION REPAIR DIGITAL SIGNATURE FOR VERIFICATION OF ELECTRONICALLY • TRANSIMITTED DOCUMENTS ONLY. SIGNATURE WILL AUTOMATICALLY VOID IF DOCUMENT IS MANIPULATED ELECTRONICALLY. TIGARD OR N Royal Mortier,P.E. MORTIER ANG 13220 SW GENESIS LP., � ENGINEERS I 1355 Oak Street, Suite 200 Eugene, Oregon 97401 1. Division 01000-General Requirements 1.5. Loads and Design Criteria 3. Division 03000-Concrete ph: 541.484.9080 1.1. General 1.5.1. General 3.1. Reference Standards www.MortierAng.com 1.1.1. All work shall be performed in accordance with these drawings and shall conform Risk Category:II Occupancy:Residential 3.1.1. All work shall be performed in accordance with the latest editions of the following to the local laws and ordinances of the jurisdiction in which the project is located standards: STAMP: and shall be subject to the codes listed below as adopted and amended therein. 1.5.2. Snow Loads 5/23/18 1.1.6. These structural drawings show the structure in its completed state and do not Is:1.0 Ground Snow Load:10 psf OSSC-Chapter 19-Concrete Q 'vi PRQpk. convey information regarding the means or methods of construction;the Balanced Roof Snow Load:7 psf til responsibility for which lies solely with the contractor. Such items include shoring, SEAQ Min Snow Load: 20 psf 3.2. Materials c,\j ,c4,01 N ELc� ,� temporary supports,formwork,and all other means of support required to safely 3.2.1. Unless otherwise stated,all concrete construction materials and products used in !v 2 ', erect the structure under all imposed loads during construction. 1.5.3. Live Loads this project shall conform to the following standards: 11.1 I/ 3 PE 7- 1.1.7. The contractor shall coordinate all requirements in these structural drawings with Roof Live Load:20 psf cr / those of the architect and all other trades prior to commencing work. Floor Live Load:40 psf(Residential) Materials Standard Grade 'Ir s` 1.1.8. Any information contained in these drawings regarding underground or overhead Deck Live Load:40 psf Cement ASTM C150 Type I/II (zE ON utilities are not guaranteed to be accurate;it shall be the contractor's Aggregate ASTM C33 N/A p 1,., r responsibility to locate and safely avoid all such hazards before and during 2. Division 02000-Site and Earthwork Water ASTM C1602 N/A Ai cj f �c construction. 2.1. Division 02100-Push Pier Deep Foundations Reinforcement ASTM A615 Gr.60N 1.1.9. All dimensions and locations of existing structures and utilities shown in these 2.1.1. Reference Standards OYA L j'+/IO drawings are to be verified in field by the contractor and any discrepancies Post Installed Anchors Evaluation Report affecting the project shall be brought to the attention of the engineer prior to OSSC-Chapter 18-Foundations Concrete Wedge Anchors • +' continuing related work. Hilti KB-TZ Stainless Steel ICC ESR 3027 EXPI`�ES' 121311 1.1.10. This work shall be subject to the special inspection requirements enumerated in 2.1.2. Materials these drawings,and the contractor shall be responsible for coordinating and 2.1.2.1. Unless otherwise stated,all push pier construction materials and products Concrete Epoxy Anchors meeting those requirements. used in this project shall be new and undamaged and shall conform to the Hilti HY-200 w/316 SS Threaded Rod ICC ESR 3187 following: 1.2. Project and Scope 3.2.2. Concrete Mix Design Requirements < 1.2.1. Project Description Product MFG Type/Size/Grade 3.2.2.1. Concrete shall be comprised of Type I/II Portland cement,potable water and Repair of damaged foundation using push piers. Push Piers FSI As Indicated in dwgs clean well graded 314"minus aggregate. 1.2.2. Deferred Submittals by EOR Brackets FSI As Indicated in dwgs 3.2.2.2. Min Pc=2000 psi. J None Sleeves FSI As Indicated in dwgs 3.2.2.3. Mix shall have a water-cement ratio not in exces of 0.44. Such a mix shall 1..� Lii a 1.2.3. Deferred Submittals by GC(Bidder Designed Elements) be comprised of no more than 4.74 gallons of water per 90Ib bag of portland o None 2.1.3. Execution cement(5 gallons per 94 lb bag) - N 1.2.4. Items not covered by these structural drawings include but are not limited to: 2.1.3.1. Tolerances for pile placement shall be as follows: LL Fire life-safety-including egress and suppression systems;moisture,pest, 3.3. Execution 7 W O o and rodent protection;thermal performance of building envelope;lateral Condition Limit 3.3.1. Reinforcement 1... L Z bracing of items not included in these structural drawings. Lateral Location +/-3" 3.3.1.1. All bars shall be sufficiently tied and positively supported so that they will Q cc 1.3. Governing Codes and Standards Batter +/-2° remain in place during concrete placement. 0 mill N L9 All codes and standards listed herein are as referenced and amended by the local Top of Pile Elevation +/-2" 3.3.1.2. Minimum cover for reinforcement shall be provided in accordance with the = D authority having jurisdiction: following: A Q a 2.1.3.2. All piers shall have a minimum depth for stability of 8'-0"as measured from CO / 0 cn 2014 Oregon Structural Specialty Code the bottom of the footing.Additional embedment to reach a known bearing Location Cover C\I (n CO 2014 Oregon Residential Specialty Code stratum may be specified in the drawings. Concrete cast against earth 3" w 2012 International Building Code 2.1.3.3. Minimum installation pressure shall be deemed achieved when one of the #345 Bars in exterior concrete 1.5" a. 0 N 0 2012 International Residential Code following conditions has been met: cUn 2012 International Existing Building Code 2.1.3.3.1. The pier has been driven a minimum of 3'-0"at or greater than the 3.3.1.3. Field bending of reinforcement shall conform to ACI 301 Section 3.3.2.8. Z CSI N minimum specified installation pressure without dropping below it. Only bars#3,#4,and#5 may be field bent. Field bending shall be done only CO 1.4. Statement of Special Inspection 2.1.3.3.2. Where full lockup has been achieved on a bearing stratum at or above once on a bar,bars shall not be twisted,and bars shall not be bent beyondD N- 1.4.1. The owner shall employ an independent approved testing agency or the engineer the minimum specified installation pressure but not exceeding the 45°. U 0 of record to oversee and inspect the following portions of structural work requiring maximum allowable specified for that pier type. 5 special inspection. 3.3.2. Handling,Placing,Constructing and Curing U rn1.4.2. Push Pier Installation 3.3.2.1. Concrete shall contain no embedded aluminum. Concrete shall not be 0 N1.4.2.1. Provide periodic special inspection for min of 20%(Min 2)of push piers to delivered in aluminum pipes or chutes nor tooled with aluminum tools. o verify the following items:Installation Equipment,Pile Dimensions,Final 3.3.2.2. Under no circumstance shall it be acceptable to add water to concrete after it o REVISIONS: Depth,Final Installation Pressure,Pile Locations and Spacing,and Minimum has been mixed and proportioned. Foundation Section. Contractor to provide drive logs and pertinent notes for 1- all other piers installed to the EOR for review. Else continuous special 3.3.3. Post Installed Anchors 0 w u) inspection shall be performed. 3.3.3.1. Installation of post installed anchors shall conform to the manufacturer's DATE: 3 w 1.4.3. Post Installed Anchors printed instructions,the current evaluation report listed above,and these 5/16/18 a z 1.4. 3.1. Provide periodic special inspection for post installed concrete anchors in drawings. za.0- accordance with the evaluation report listed in these drawings and notes. WORK ORDER NO. Ce o w 1.4.3.2. Special inspection of Hilti KB-TZ anchors not used to resist lateral loads as in IY'a0 3/S4 do not require special inspection. 21816 0 N zCO w SHEET NO. DRAWN BY: uJ z- BS W o 2 1 S 1 0 CHK'D BY: >N �S\a o\S�— Q) \� 3 RM 1. ALL PIERS SHALL BE INSTALLED TO A MINIMUM DEPTH OF 8'-0" MEASURED FROM THE BOTTOM OF THE FOOTING. IF CONTRACTOR CANNOT ACHIEVE THIS DEPTH, NOTIFY EOR IMMEDIATELY . PRIOR TO CONTINUING WORK. II% A 2. O REPRESENTS LOCATION OF FOUNDATION SUPPORTWORKS PUSH PIER. SEE INSTALLATION MORTIER ANG DATA TABLE. ENGINEERS 3. PIER LOCATIONS PER PLAN ARE APPROXIMATE. 1355 Oak Street, Suite 200 EXACT LOCATIONS SHALL BE DETERMINED BY Eugene, Oregon 97401 THE CONTRACTOR SUBJECT TO THE ph: 541.484.9080 CONSTRAINTS OF THESE DRAWINGS WITH www.MortierAng.com REGARD TO MAXIMUM SPACING, END PIERS,AND PIERS LOCATED NEAR WINDOWS AND/OR DOORS. STAMP: 5/23/18 4. DESIGN IS SUBJECT TO FIELD VERIFICATION OF Q 0 PR°A FRAMING SPANS AND ORIENTATION BY THE �,a'�� ,aG1 N rQ EXISTING SPECIAL INSPECTOR AND EOR. LI.;;' �` /, \, TWO STORY �� zt3E RESIDENCE 5. PRIOR TO LAYOUT OF PIERS, CONTRACTOR SHALL // EXCAVATE EXISTING FOUNDATION AT LOCATION 70• E 'QN 4 OF FIRST PIER TO REVEAL FOUNDATION SECTION `$/`+ AND VERIFY THAT IT MEETS THE MINIMUM 0�,� MO �, ' FOUNDATION SHALL BE O DIMENSIONS LISTED IN THESE DRAWINGS. IF MIN 6"WIDE SECTION DOES NOT MEET MINIMUM 1,IRE : 131P MIN 30"DEEP DIMENSIONS, NOTIFY THE EOR OF THE ACTUAL -------M- FOOTING SIZE PRIOR TO CONTINUING WORK; n/ PIER LAYOUT, MAXIMUM SPACING AND L.L O6 INSTALLATION PARAMETERS REQUIRE REVISION. O O O 6. MINIMUM INSTALLATION PRESSURE SHALL a. BE DEEMED ACHIEVED WHEN ONE OF THE W J o 0 O4 FOLLOWING CONDITIONS HAS BEEN MET: I..I� THE PIER HAS BEEN DRIVEN A MINIMUM V OF 3'-0"AT OR GREATER THAN THE W W 0 MINIMUM SPECIFIED INSTALLATION r1 Z o PRESSURE WITHOUT DROPPING BELOW L•� O W FOUNDATION SUPPORTWORKS IT. I (' Li Q F- PUSH PIER PER 1/S3 WHERE FULL LOCKUP HAS BEEN aJ TYPICAL 7 LOCATIONS L 6'0"MAX O.C. ACHIEVED ON A BEARING STRATUM AT D < w � W CORNER PIERS SHALL BE LOCATED OR ABOVE THE MINIMUM SPECIFIED 0 O W WITHIN"H"OF THE END OF THE FOOTING WHERE INSTALLATION PRESSURE BUT NOT 0- N 3 "H"IS THE HEIGHT OF THE FOOTING EXCEEDING THE MAXIMUM ALLOWABLE Z N iiSPECIFIED FOR THAT PIER TYPE. D CO N � 0W 0 5, w LL O) O) 8 REVISIONS: Re PUSH PIER INSTALLATION DATA royal@mortiereng.com Royal Mortier, PE 2018.05.23 DATE: o „, 3-1/2"RAM 4-1/4"RAM 15:33:37-07'00' 5/16/18 o w PIER SLEEVE 0- W PIERS DESIGNATION MAX LOAD MIN INSTALL MIN INSTALL DIGITAL SIGNATURE Fox VERIFICATION OF ELECTRONICALLY aa_z TYPE LENGTH WORK ORDER NO. z a PRESSURE PRESSURE TRANSiMITTED DOCUMENTS ONLY. SIGNATURE WILL AUTOMATICALLY 1 cc o w VOID IF DOCUMENT IS MANIPULATED ELECTRONICALLY. 21816 6 Dm0 9coz -,s< 1 7 PUSH FSI PP288 30" 8,700 LBS 2,000 PSI 1,350 PSI z,wN Royal Mortier,P.E. SHEET NO. DRAWN BY: BS W L0 it E o, S2.0 CHK'D BY: 2>N RM 2coo .. .. 1 1 s i 1 MORTIER ANG ENGINEERS III Oak Street, Suite 200 Eugene, Oregon 97401 . ph: 541.484.9080 www.MortierAng.com 111 / �� iSTAMP: ■ \ � TYP I tiali MEM I NOTCH FOOTING TO FACE OF STEMWALL a Z '8 COUPLER \/\/\/\ 1. /\/fit, /\/' ® SCALE:1"=48" ■ \/�\ \\ \\ I \ \\/\ LL \�\ \/ 1111:71FL \/�\\i;� Q (2)314"0 GR B7 THREADED ROD \\ \ \ \\ \\ Q OR ENGR APPROVED EQ 3'-0" PP288 EXTENSION \j/j/\\� \j\�\j\\/ n/ W ui //,\\/ ,\\/, IJ.. n/ 1"x 5"x 9" BRACKET PER 31 W L.L W O g A572 GR 50 . Z 0 cL CAP PLATE I O w Q d I= a. miaki. 48"LONG 3.5"0 SLEEVE I (� DO NOT CUT SLEEVE I-- Q cL a - 4'0"PP288 STARTER TUBE WITHOUT EXPLICIT � Q 0 I'll' PERMISSION FROM EOR w - w Q O w —� I CV E IlL Z N 0 , co 0 r����� __ BEARING STRATUM v FRICTION REDUCING RINGtu 0 FSIFS288BL I 3 LL °' BRACKET _ N I \ /i\/i\/i\/i\ \\i\i\\ \i\/! REVISIONS: DATE: W 5/16/18 o cc zz WORK ORDER NO. Za0 Cel; 21816 UoQ LOW PROFILE BRACKET PP288 - PUSH PIER0 FOUNDATION BRACKET SHEET NO. DRAWN BY: BS W z o'0 ce 1"=48" ® SCALE: 1"=24" CHK'BY: oQce zwiu h-o m SCALE: SCALE: 1"=24" .O ® S3 RM 2coo 1 . 1 1 s i 1 1 MORTIER ANG ENGINEERS 1355 Oak Street, Suite 200 Eugene, Oregon 97401 ph: 541.484.9080 www.MortierAng.com STAMP: 1..1� II 1..1.. IZ Cn Lu U 0 - W It Z Q EL O W D 0 0 W N N z N N \ D CO o D ° .v D ° /�° °.P °ce 2 W p D O ti o 11Ir r // 1'i // // 1 . du I \ I-1- 0, C- ci o o REVISIONS: co co 0 DATE: UJ w DO NOT PLACE PIERS CORNER PIERS SHALL BE 5/16/18 z W AT HATCHED ZONES LOCATED WITHIN"H" z a 0eL BELOW WINDOWS OR DOORS OF THE END OF THE FOOTING WORK ORDER NO. w�� Q 0 ooa 21816 o tN W PIER PLACEMENT SHEET NO. DRAWN BY: Wire BS ,oma SCALE: 1"=12" S4.0 4.O CHK'D BY: 2>N RM mo.,©