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Plans (104) to 4,7. 1: .... ,.,,,. ,, Firg1/2;:iji G:0;21/1:n : c) : 14): 78E OFFICE COPY CITY OF TIGARD cir)co . • . In NI- C 0 C a ., . I Urkrt I -E, 't' co co (c, -;;;;,,,-,r.'!,,',:-, - ,,,,,,, 0 c. o o Q as — 1,:irp\c7rIo:Ev7:13 11;0: ODE COMPLIANCE ,/,:•/‹.;;.' --%. -- ,... I, fk, — 0 .. a -- Address: VaiD50 S • i .1.0.- - Suite #: - -- .........-- -.... .. , . ti 4/vDRI:vis\,- _____.......,. 6 30- —i0 Z _ Ey: ....___ar_____— Date: .1.54k 4,, x4IFIEs, - sea° -.4. Mili 2 0 cn -.: —f a_ u_i oz tu cp k) 2 < 510"W x 210"H 5'10"W x 2'10"H Co 0 LINC-e- PPrivIAN 64E, 9'10"W x 3'10"H — r4Ift-Irkiltkrrek,') fril4C.*0 ag.C,V C PA g-re, ILJ u_i r— ILJ Z > < CO :Y1111THIEL JIIIIVIIMIEN111111111111111%11 A 2 C\1 ILI ILI C\I 0 0 Fs_ ILI (1) \\ \ 2 cz 7'10"W x 1'10"H fie-454 1 2 g- \I E.0-6.6..rz Aft,ies.t+rh26 n 0 0 _____, I 41. RgRA.ItZ, ArRe1,14 r f—g, ix) I2 0 0 9 ° ° - . .. 7NAT 8'0"W x TO"H 8'0W x TO"H GARAGE DOOR " GARAGE DOOR A "- 1 t S 0 11- in .-,-- cz _ < 0 c\i L Arg epl di F- ti eAte,44 TpAPPy Lie _2_ co przovtop., wpr;_12.179,0dp-/".1 oN) gv-ffri-tg50 _ _ 6 (T) N 22.-7" 48'-7" Co NI c rz,s1-s -ro t r t,A c,.J 5s1.0„,) pflivv,,,c,trzr7 islmr," --1N.. co z BI ii-giaTrYd and its G E ti VALIDITY OF PERMIT The CityLI:f ,...uj I- w z di wemployeeshic hmaypspheaal 1 r nho‘,t,r be ei n = z $•: . , 0 -6 CO CO a < . THE ISSUANCE OFA PERMIT • -ci"z z z ct 0 . BASED ON CONSTRUCTION P5(I) L(T3 § cn PO DOCUMENTS AND OTHER0 5, 0 0 4 co - DATA SHALL NOT PREVENT responsible for discrepancies SHEET TITLE THE CODE OFFICIAL FROM FRONT REQUIRING THE CORRECTION ELEVATION OF ERRORS.ORSC 105.4 FRONT ELEVATION 16 = V-0" SHEET NO CONTRACTOR TO FIELD Approved plans SCALES NOTED ON DRAWINGS ARE FOR 11"X17"SHEET. SCALE ACCORDINGLY VERIFY ALL DIMENSIONS shall be on job site. FOR DIFFERENT SIZE SHEET A-1.1 < 0 m0 1z m - 1 r 0 r -I v0 si 1;11 "i 0 cnm Om z C/) R 3. or Al HN HHF N 41, 6) -P 4 6'-1" 2'-8" 8'-0" —1 I fri D 3 y Art T M V G) F1 0 = m u r j m �- D T O A X D - d \''-6" esti, mm� Z l3 .a � q S M m �O 1� A -. mN p b j ' ;7/c":":(,---1 Y(-' mn* NJ+ -In r:'TL, T O A M COPYRIGHT2018 FORD RESIDENCE VEHICLE DAMAGE REPAIRS m JAS ENGINEERING TIM FORD ,04 1419 Washington St, N 73 = Suite 100 D _ 12350 SW TIEDEMAN AVE m 1 m m S' m Oregon City, Oregon 97045 DESIGN BY: JAS TIGARD, OR 97223 Work:503-657-9800 N m DRAWN BY: DAS � � � �; � - � Cell: 503-449-3080 JAS PROJ.No: I e-079 Andy@jasenginc.com Z ISSUE DATE: 12/17/20 18 Lo 12.2.2.5.4 Joint reinforcement n 12.2.2.5 Anchor requirements a, 12.2.2.5.4.1 Ladder-type or tab-type E 12.2.2.5.1 Corrugated sheet-metal anchors cn o o 0$ joint reinforcement is permitted.Cross wires used to anchor p,o o _ 12.2.2.5.1.1 Corrugated sheet-metal o m c'.) M • anchors shall be at least 7/8 in. (22.2 mm) wide, have a base • masonry veneer shall be at least wire size W1.7 (MWIi) m 0 v .5, and shall be spaced at a maximum of 16 in. (406 mm) on metal thickness of at least 0.03 in. (0.8 mm), and shall have L w C1', r''� N corrugations with a wavelength of 0.3 to 0.5 in. (7.6 to center. Cross wires shall be welded to longitudinal wires, ° o c c, .� which shall be at least wire size W1.7(MW11).Cross wires - o .. Ud 12.7 mm) and an amplitude of 0.06 to 0.10 in. (1.5 to CD co 2.5 mm). and tabs.shall be without drips. - in 0` > 0 12.2.2.5.1.2 Corrugated sheet-metal 12.2.2.5.4.2 Embed longitudinal wires anchors shall be placed as follows: of joint reinforcement in the mortar joint with at least V) Z 5/8-in. (15.9-mm)mortar cover on each side. rrr (a) With solid units, embed anchors in the mortar joint le and extend into the veneer a minimum of 11/2 in. 12.2.2.5.5 Adjustable anchors (38.1 mm), with at least 5/8-in. (15.9-mm) mortar 12.2.2.5.5.1 Sheet-metal and wire id cover to the outside face. components of adjustable anchors shall conform to the . ' Z requirements of Section 12.2.2.5.2 or 12.2.2.5.3. itit 12.2.2.5.2 Sheet-metal anchors Adjustable anchors with joint reinforcement shall also ,`" 12.2.2.5.2.1 Sheet-metal anchors shall meet the requirements of Section 12.2.2.5.4. I1 Z be at least?/8 in. (22.2 mm)wide, shall have a base metal ei thickness of at least 0.06 in.(1.5 mm),and shall: , , 12.2.2.5.5.2 Maximum clearance between connecting parts of the tie shall be 1/16 in.(1.6 mm). (a) have corrugations as given/in Section 12.2.2.5.1.1,or 12.2.2.5.5.3 Adjustable anchors shall -' p I (b) be bent, notched, or punched to provide equivalent be detailed to prevent disengagement. a_ -°-' J- `'z fie;' performance in pull-out or push-through. w cZ 7c3-.' G t.4 L 9 12.2.2.5.5.4 Pirtle anchors shall have = 12.2.2.5.2.2 Sheet-metal anchors shall one or more pintle legs of wire size W2.8 (MW18) and °;'' be placed as follows: • shall have an offset not exceeding 1 /4 in. (31.8 mm). CDQ (a) With solid units, embed anchors in the mortar joint 12.2.2.5.5.5 Adjustable anchors of Q V _ 0.A ;1 , • and extend into the veneea minimum of 11/2 in. equivalent strength and stiffness to those specified in w 04, � ' � (38.1 mm), with at least 518-in. (15.9-mm) mortar Sections 12.2.2.5.5.1 through 12.2.2.5.5.4 are permitted. ILI d 4, BER ,' • ,kms cover to the outside face. U .,--Z '//1/DR Q �( 12.2.2.5.6 Anchor spacing = z N�i�E�'� S (b) With hollow units, embed anchors in mortar orgout12.2.2.5.6.1 For adjustable two-piece > < Co ��"' A and extend into the veneer a minimum of 11/2 in. N : ChiRl S �Lv'-- s anchors, anchors of wire size W1.7 (MWl l), and 22 gage W W N x--� (38.1 mm), with at least /$-in. (15.9-mm) mortar or (0.8 mm) corrugated sheet-metal anchors, provide at least z p N . I 'jam . 'jam- I.1 w' grout cover to the outside face. one anchor for each 2.67 ft2(0.25 m2)of wall area. 6 cz 12.2.2.5.3 Wire anchors 12.2.2.5.6.2 For other anchors, (T) p 0 12.2.2.5.3.1 Wire anchors shall be at provide at least one anchor for each 3.5 ft2 (0.33 m2) of CV O O least wire size W1.7 (MW11)and have ends bent to form wall area. 0 to ix- an extension from the bend at least 2 in. (50.8 mm) long. Coy Wire anchors shall be without drips. 12.2.2.5.6.3 Space anchors at a 0O N maximum of 32 in. (813 mm) horizontally and 25 in. 12.2.2.5.3.2 Wire anchors shall be (635 mm) vertically, but not to exceed the applicable eo placed as follows: requirements of Section 12.2.2.5.6.1 or 12.2.2.5.6.2. o (a) With solid units, embed anchors in the mortar joint 12.2.2.5.6.4 Provide additional q and extend into the veneer a minimum of 11/2 in. o `° - anchors around openings larger than 16 in. (406 mm) inco - (38.1 mm), with at least 5/8-in. (15.9-mm) mortar either dimension. Space anchors around perimeter of E,E cover to the outside face. opening at a maximum of 3 ft (0.91 m) on center. Place i z } } z F (b) With hollow units, embed anchors in mortar or grout anchors within 12 in.(305 mm)of openings. E z z z [t o and extend into the veneer a minimum of 11/2 in. 12.2.2.5.7 Joint thickness for anchors - o aW a Pn (38.1 mm), with at least 5/8-in. (15.9-mm) mortar or Mortar bed joint thickness shall be at least twice the "' o in - grout cover to the outside face. thickness of the embedded anchor. SHEET TITLE: SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR ' 11"X17"SHEET. SCALE ACCORDINGLY A-- 1 s 3 FOR DIFFERENT SIZE SHEET. _ U) .1- o F- 0) C p O O U • CO N cp Oo C_ _ 0r- O) a, V E w(5) V N mCUo `o m O) N ch� _.. T u) 0 >O 17 Vill' Z YlB 510"W x 6'8"H SLIDING DOOR 2'10"W x 1'10"H 710"W x 37 H ----/ i CRACK REPAIR FOR DAMAGED FOUNDATION 40 REPLACE CLOSET DOOR Q W . t -----)----- W �— I REPAIR OR REPLACE Q DOORS AS NEEDED MOVE WALL _(...----- .1 BACK IN PLACE Q - � I N J w U _ Q = z Q _ / W Q N JV REPLACE U 44 CLOSET DOOR Z w I , t UP DN W S(I) O ® Q REBUILD CLOSET O O L AS NEEDED CZ c0 41- O N 50"W x7'0"H M 8'0"W x TO"H -- 7/4/(/ A 1 c0 GARAGE DOOR GARAGE DOOR 7'10"W x 1'10"HN AREA OF VEHICLE DAMAGE Q • 22'-7" 48'-7" Z Q o 9 N E. NW O W Z W _ WATER PROOFING 0�m m Q REPLACE DAMAGED REPLACE DAMAGED ,Q�C Jtp ant 12.�Qpf-1rj EV }w CO Z o SIDING AS NEEDED FRONT DOOR c lti�•-^-- .4j c.t.k.g, ` ',aka" 0 CO C • D ,.j.v G NZ'Rw�`cc;1 V:),a vJ i) S` SHEET TITLE: �, V tr. LOWER :--/ 1 :85 s t l LEVEL it t 'REGO, LOWER LEVEL FLOOR PLAN FLOOR cz- `4 N. kf3 PLAN 4' 8ER AT' 0 /1s = 1'-0" - R EV'q -+�<(- SHEET NO: CONTRACTOR TO FIELD SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS 10 i P�� _- 1 FO11"R DI SHEET. SIZE SHEET. A-2.1 FOR DIFFERENT SIZE SHEET. in d- 0 rn E i (A o o coo c8i e rncoo f" �. C N caCh U ,:3� alto O ^ o 5 i Mtf� ; 5 Fns �';J ' >mco . 0 . c, N .! . ` - -O • 2 p 4 0' VbLYSV :47,7 / 11111 .3Cf1ES-mR 'Zjp'2r9?U 5'10"Wx6'8"H - \1 ..Z 1#V' SLIDING GLASS DOOR 3'10"W x 2'10"H 5'10"W x 2'10"H l sommommuunimmom ro- £ geiiik' 0 Mil CV Q 0- W CV (-__ i� REPAIR SHEETROCK Ill` CRACKS IN WALLS&CEILING Q 2 Q CO 0 I N _I W LLJ = Z Q N _ REPAIR U Q N DP /^Y�- REPAIR OR REPLACE W - 0> DOORS AS NEEDED 0 1-- c/ REPAIR OR REPLACE p 0 DN DOORS AS NEEDED ll.J I 0000 REPAIR OR REPLACE AS NEEDED C 211- m Q O N U- H _ I- 8'0"W x TO"H In 8'0"W x TO"H I I , , ' E______,.._, , 0,,,O GARAGE DOOR GARAGE DOOR 9'10"W x 3'10"H 5'10"W x 2'10"H 5'10"W x 2'10"H N O Q N 22'-7" _ 48'-7" z - _ b N W 0 REPAIR DAMAGED =Z } } z• FW- SIDING AS NEEDED L9 0 m 03 -O Q Fc z Z Z ce O >-W 0Q� d W 0< W m 0 0) 0� 0 0 SHEET TITLE: UPPER LEVEL UPPER LEVEL FLOOR PLAN FLOOR 3/s" — 1'-0" PLAN CONTRACTOR TO FIELD SHEET NO VERIFY ALL DIMENSIONS SCALES E. SCALE GLY 11"X17"SHEET. SCALEACCORQINGLY FOR DIFFERENT SIZE SHEET. A-2.2 STRUCTURAL NOTES GENERAL STRUCTURAL NOTES REINFORCED CONCRETE 1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM 1. CEMENT: ASTM C150 TYPE I OR II. STANDARDS FOR CONSTRUCTION. 2. AGGREGATE: ASTM C33, 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS. 2. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2012 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATE OF OREGON (2014 OSSC). ALL 3. WATER: IN CONFORMANCE WITH ASTM C94. BUILDING ELEMENTS AND COMPONENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN THESE STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE FABRICATED AND CONSTRUCTED 4. WATER REDUCING ADMIXTURE: ASTM C490 TYPE A, OR F MID RANGE TYPE. IN ACCORDANCE WITH THE MINIMUM STANDARDS CONTAINED IN SECTION 2308 - CONVENTIONAL LIGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. OREGON. 6. STRUCTURAL CONCRETE: f'c = 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- 1". 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE SLUMPS MAY BE INCREASED TO 8" MAXIMUM USING A MID-RANGE WATER REDUCER. AIR CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED OF ANY ENTRAINMENT SHALL BE 5% +/- 1 34% AT EXPOSED EXTERIOR CONCRETE. CONCRETE DISCREPANCIES OR INCONSISTENCIES. SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR 3,04. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. WITHH0 HPSI CONCRETE. CONCRETE RESPECTIVELYMATEOFA AND QUALITY SHALL BE IN ACCORDANCE METHODS, PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF CHAPTERS 3 AND 5 ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 7. TRANSPORTING OF READY-MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94 CONSTRUCTION. "SPECIFICATION FOR READY-MIXED CONCRETE" AND CONCRETE PLACEMENT, CONSOLIDATION 5. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE AND CURING SHALL BE IN ACCORDANCE WITH SECTION 5 OF ACI 301 "SPECIFICATIONS FOR STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY STRUCTURAL CONCRETE". AND WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. 8. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305 "HOT WEATHER CONCRETING". COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306 ACI 306 "COLD WEATHER CONCRETING" AND ACI 306.1 "STANDARD SPECIFICATION FOR COLD DESIGN LOADS WEATHER CONCRETING". 9. STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 1.6 OF ACI FLOOR LOADS: 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE MADE DL 15 PSF FOR EACH 100 CU. YDS. OF CONCRETE PLACED. LL 40 PSF ROOF LOADS: REINFORCING STEEL ROOF DL 15 PSF ROOF LL 25 PSF 1. REINFORCING STEEL: ASTM A 615 GRADE 60 DEFORMED BARS. SNOW LOADS: 2. FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE WITH CRSI MSP-1 "MANUAL GROUND SNOW LOAD 25 PSF OF STANDARD PRACTICE" AND SECTION 3 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL FLAT ROOF SNOW LOAD 25 PSF, USE 25PSF MIN CONCRETE. SNOW EXPOSURE FACTOR, Ce 1.0 3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD SNOW LOAD IMPORTANCE FACTOR, Is 1.0, CATEGORY II CLASS B IF SPLICED AT THE SAME LOCATION OR CLASS A IF SPLICES ARE STAGGERED THERMAL FACTOR, Ct 1.2 BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. Y,IND DESIGN CRITERIA: 4. UNLESS OTHERWISE INDICATED. MINIMUM CLEARANCE FOR REINFORCING STEEL SHALL BASIC WIND SPEED (ULTIMATE WIND SPEED) 120 MPH BE 3" FOR CONCRETE CAST AGAINST EARTH; FOR CONCRETE EXPOSED TO EARTH OR WIND IMPORTANCE FACTOR, Iw 1.0, CATEGORY II WEATHER, 1 1/2" FOR #5 AND SMALLER BARS AND 2" FOR #6 AND LARGER BARS. WIND EXPOSURE FACTOR EXPOSURE B INSTALL WITH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT. EARTHQUAKE DESIGN CRITERIA: 5. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL SEISMIC IMPORTANCE FACTOR, le 1.0, CATEGORY II REINFORCEMENT. SEISMIC USE GROUP GROUP I SPECTRAL ACCELERATION, Ss 0.967g FORM WORK SPECTRAL ACCELERATION, 51 0.422g SITE CLASS SITE CLASS D 1. CONSTRUCTION, SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH SEISMIC DESIGN CATEGORY, SOC CATEGORY D SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". RESPONSE MODIFICATION FACTOR, R 6.5 SEISMIC RESPONSE COEFFICIENT, Cs 0.110 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION, SEQUENCING DESIGN BASE SHEAR, V 3033.3# AND SAFETY OF ALL FORMWORK AND SHORING. CONCRETE ACCESSORIES SPECIAL INSPECTIONS 1. PREMOLDED JOINT FILLER: ASTM 01751 ASPHAULT-SATURATED FIBER TYPE. AN INDEPENDENT TESTING LABORATORY CHOSEN BY THE OWNER SHALL PROVIDE SPECIAL 2. SMOOTH DOWELS: ASTM A36 ROUND BARS. PROVIDE WITH SLEEVES AT ONE SIDE OF INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE THE JOINT. FOR THE FOLLOWING AREAS OF WORK. 1. CONCRETE: SUBMITTALS CYLINDER TESTS, SLUMP TESTS, AIR CONTENT 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO DURING PLACEMENT OF REINFORCINGSTEEL & ANCHOR BOLTS FABRICATION/INSTALLATION ALL SHOP DRAWINGS. PRODUCT DATA, ETC. NECESSARY FOR DURING PLACEMENT OF CAST-IN-PLACE CONCRETE (GIP) PERFORMANCE OF THE WORK IN THE SHOP AND AT THE SITE. (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS THAN 2500 PSI WHEN AN APPROVED MIX DESIGN IS SUBMITTED FOR REVIEW BY THE ENGINEER) - REINFORCING STEEL SHOP/PLACEMENT DRAWINGS - CONCRETE MIX DESIGNS 2. ALL EPDXY ANCHORAGE (BOLTS AND REINFORCING) THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION, ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: STRUCTURAL STEEL(NJorkit5 )) CARLESON TESTING, INC MAYS TESTING ENGINEERS, INC. 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A53, GRADE B FOR PIPE SECTIONS, 8430 SW HUNZIKER ROAD 7911 NE 33RD DRIVE, SUITE 190 ASTM A500, GRADE B FOR TUBE SECTIONS AND ASTM A572, GRADE 50 FOR OTHER TIGARD, OREGON 97281 PORTLAND, OREGON 97211 STRUCTURAL SHAPES. EXCEPT AS NOTED ALL STRUCTURAL STEEL IS TO BE PAINTED (503) 684-3460 (503) 281-7579 AFTER FABRICATION. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO PROFESSIONAL SERVICES IND. (PSI) CLAIR COMPANY HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH 6302 N. CUTTER CIRCLE, SUITE 480 525 NW 2ND STREET STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PORTLAND, OREGON 97217 CORVALLIS, OREGON 97330 PERMITTED WITHOUT PERMISSION OF THE ENGINEER. (503) 289-1778 (541) 758-1302 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A325 HIGH STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD FOUNDATIONS INDICATION WASHERS. 1. REFER TO THE GEOTECHNICAL REPORT PREPARED BY DATED FOR 3. STRUCTURAL STEEL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND SHALL SUBSURFACE CONDITIONS AND FOUNDATION RECOMMENDATIONS. CONFORM TO AWS D1.1 LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E70XX 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1,500 ELECTRODES. PSF. 4. SPECIAL INSPECTIONS (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC 3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR A LATERAL PRESSURE OF 35 PCF ON THE FOLLOWING PORTIONS OF THE WORK. (ACTIVE). - ALL STRUCTURAL STEEL WELDING NOT PERFORMED IN AN APPROVED SHOP - ALL STRUCTURAL FIELD WELDING 4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH - ALL HIGH STRENGTH BOLTING PRESSURE OF 250 PCF AND A COEFFICIENT OF FRICTION OD 0.30. - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE 5. GRANULAR FILL: 3/4" OR 1 4" MINUS CRUSHED AGGREGATE BASE AS INDICATED OF SHOP DRAWING SUBMITTALS UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTION 02630 OF THE _ STRUCTURAL STEEL STATE OF OREGON, DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR - MATERIALCCERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" - AND CONCRETE O LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MASONRYMATERIAL CERTIFICATIONS REINFORCEMENTFORMASONRY BLOCKS, GROUTING AND STEEL REINFORCEMENT OPTIMUM MOISTURE CONTENT +/- 2% AS DETERMINED BY ASTM D1557. - MANUFACTURED WOOD TRUSSES 6. FOOTINGS SHALL BE CARRIED INTO FIRM, NATURAL, UNDISTURBED, STABLE. NATIVE SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE PLACED ON COMPACTED GRANULAR FILL. -Z n p 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE ,..,,, . *�"'".� 7J x HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH. P h Zr ram / 4 /A Amo 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. I 1 �® .`,,, 1 F,-, - o 1 X c„-1 �." I>> 1 _ c , r'1 j M fn . p.S 71nZ ,: YNV � ', I^ r:<"c":, lol '", ,; A Cl) COPYRIGHT 2018 FORD RESIDENCE VEHICLE DAMAGE REPAIRS JAS ENGINEERING TIM FORD 1419 Washington St, Cn = Z C m 12350 SW TIEDEMAN AVE Suite 100 O 1 -4 DESIGN BY: JAS TIGARD, OR 97223 1> Oregon City,Oregon 97045 O m -I P .� Work: 503-657-9800 cu cn C I4 DRAWN BY: DAS Cell: 503-449-3080 JAS PROJ.NO: 18-079 ENOINEERINO Andy@jasenginc.com I- ISSUE DATE: 12/17/2018 I DESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION 011 OT 0 SHEAR WALL SCHEDULE MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE NOTES A 15/32" CDX 2601/FT. COMMON NAILS 8d 0 6" O.C. 8d 0 12" O.C. 5/8" DIA. 0 48" O.C. 3-16d 0 16" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. B 15/32" CDX 3801/FT. COMMON NAILS 8d 0 4" O.C. 8d 0 12" O.C. 5/8" DIA. 0 18" O.C. 3-16d 0 16" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. C 15/32" CDX 4901/FT. COMMON NAILS 8d 0 3" O.C. 8d 0 12" O.C. 5/a" DIA. 0 24" O.C. 4-20d 0 16" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE D 15/32" CDX 6401/FT. COMMON NAILS 8d 0 2" O.C. 8d 0 12" O.C. 5/8" DIA. 0 18" O.C. 3-20d 0 8" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE (USE 2x ANCHOR (USE 2x NAILING BOLTS FOR SW REQUIRED FOR SW EACH SIDE) EACH SIDE) NOTES: USE 5/8" DIA. ANCHOR BOLTS WITH SIMPSON SET XP ADHESIVE. EMBED 7" MIN. AT NOTED SPACING IN EXISTING CONCRETE WALL. ADESIGNATES TYPICAL HOLDOWN TYPE Ji- 00100*6) ror,t t, STRUCTURAL PANEL NOTES 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. Q HOLDOWN SCHEDULE(SEE NOTE) 2. ALL EXTERIOR WALLS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED OTHERWISE. MARK HOLDOWN NOTES 3. SWA SHALL HAVE 2-INCH NOMINAL FRAMING AND SWB, SWC & SWD SHALL BE BACKED 1 MST 37 w/MIN. DOUBLE STUDS 1,725# , WITH 3-INCH NOMINAL OR WIDER FRAMING AT ALL PANEL EDGES. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY, UNLESS OTHERWISE NOTED. PANELS 2 HDU2 - SDS2.5 SSTB 16 13" EMBED w/MIN. DOUBLE STUDS 3,0751 I, SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16" ON CENTER. 3 MST 48 w/MIN. 4x POSTS 3,2151 4. HOLDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MIN. 4 HDU4 - 5052.5 SBiX24 18" EMBED w/MIN. 4x POSTS 4,5651 OF (2) STUDS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY 5 NOUS - SDS2.5 SBIX24 18" EMBED w/MIN, 4x POSTS 5,6451 SOME METHOD MADE CORROSION RESISTANT, UNLESS OTHERWISE INDICATED. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE. 6 MST 60 w/MIN. 4x POSTS 4,6001 CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT-DIP GALVANIZED OR STAINLESS STEEL. 8 HDU8 - SDS2.5 SSTB 36 29" EMBED w/MIN. 6x POSTS 7,8701 5. WOOD STRUCTURAL PANELS SHALL BE 15/32" C-D INTERIOR-TYPE BONDED WITH 11 HDU11 - 5052.5 SB1X30 24" EMBED w/MIN. 6x POSTS 9,5351 EXTERIOR GLUE (CDX) CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS INDICATED IN THESE PLANS. PARTICLEBOARD AND OSB ARE NOT PERMITTED. MINIMUM 12 (2) MSTI72 (ONE EACH SIDE) w/MIN. 6x POSTS 10,1601 DFIR POSTS NAILING IS 8d 0 6" O.C. AT PANEL EDGES AND 8d 0 12"O.C. IN THE FIELD. ALL NAILS 14 HDU 14-SDS2.5 w/MIN, 6x POSTS 14,4451 ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS UNLESS OTHERWISE NOTED. 6. CONNECT RIM JOIST /BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 NOTES: FOR HDU2 &NOUS USE 5/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10"MIN. 0 16" O.C.; SWB SIMPSON A35 0 12"O.C.; SWC (2) SIMPSON A 35 0 16" O.C.; SWD (2) FOR HDU8&HDU11 USE 7/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 15"MIN. SIMPSON A 35 0 12" O.C. 7. SPECIAL INSPECTION (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC ON THE FOLLOWING PORTIONS OF WORK. -ALL SHEAR WALLS AND FLOOR DIAPHRAGMS WITH EDGE NAILING LESS THAN 4" OC. MANUFACTURED WOOD BEAMS & JOISTS 1. ROOF AND FLOOR FRAMING DESIGNATED TJI, LVL, TJH, PSL AND MICROLAM SHALL BE -- MA, A R i •k k. • HAR•W R MANUFACTURED BY THE TRUSS JOIST CORPORATION. 1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL 2. ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD BE MADE CORROSION DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL RESISTANT, UNLESS OTHERWISE INDICATED. ENGINEER LICENSED IN THE STATE OF OREGON. 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS 3. MANUFACTURER SHALL SUPPLY JOISTS, BRIDGING, HANGERS, BLOCKING, NOTCHED OTHERWISE NOTED. PLATES AND ALL OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND PERFORMANCE OF THE PRODUCT. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT DIPPED GALVANIZED OR STAINLESS STEEL. 4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL SHEATHING INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION. 1. CONSTRUCTION PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF 5. MICROLAM BEAMS, MINIMUM DESIGN VALUES THE AMERICAN PLYWOOD ASSOCIATION (APA), AND SHALL MEET THE REQUIREMENTS OF Fb - 2,600 PSI; Fv = 285 PSI; Fc-L = 750 PSI; E = 2,000 KSI THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PS1 OR APA PERFORMANCE STANDARDS PRP-108. 6. PARALLAM BEAMS, MINIMUM DESIGN VALUES Fb = 2,900 PSI; Fv = 290 PSI; Fc1= 750 PSI; E = 2,200 KSI 2. MINIMUM PANEL THICKNESS SHALL BE 15/32" C-D EXTERIOR GLUE OR AS INDICATED ON THE PLANS. PARTICLE BOARD IS NOT PERMITTED. CLUED LAMINATED BEAMS (GLB) 3. MINIMUM NAILING IS 8d 0 6" AT PANEL EDGES AND 8d 0 12" IN THE FIELD. ALL 1. GLULAM BEAMS ARE TO BE MANUFACTURED, TRANSPORTED, AND INSTALLED IN NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKING IS REQUIRED AT PANEL EDGES ACCORDANCE WITH THE REQUIREMENTS OF THE AITC. WHERE NOTED ON THE PLANS. 2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED MANUFACTURED ROOF TRUSSES OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPANS AND CANTILEVER CONDITIONS. 1. MANUFACTURED ROOF TRUSSES SHALL BE AT 24" CENTERS AND SHALL HAVE A 3. MINIMUM DESIGN VALUES: MINIMUM OF 2X4 TOP CHORDS AND BOTTOM CHORDS FOR WOOD TRUSSES. 24F-V4: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI 2. TRUSSES SHALL BE DESIGNED FOR SPECIFIED ROOF LOADS. STRUCTURAL 24F-V8: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI CALCULATIONS SHALL BE SEALED BY AN OREGON LICENSED PROFESSIONAL ENGINEER AND SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL THEN THE BUILDING SOLID SAWN LUMBER DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. 1. STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 3. MANUFACTURER SHALL PROVIDE BRACING, BLOCKING, HANGERS, HOLDOWNS AND ALL ACCESSORIES REQUIRED FOR PROPER INSTALLATION. 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: 4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER. STRUCTURAL JOISTS AND PLANKS - #2 CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE COMMON IDENTIFYING MARKS TO BEAMS AND STRINGERS - p1FACILITATE SHOP DRAWING REVIEW, POSTS AND TIMBERS - p1 STUDS - p2 r 3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS. 4. NOTCHING IS NOT PERMITTED IN JOISTS, RAFTERS, BEAMS, LINTELS, COLUMNS. TRUSSES AND BRACING.MEMBERS. 5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. 6. NAILING SHALL BE WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2012 PAN IBC UNLESS NOTED OTHERWISE. �y I {' 7. PROVIDE STANDARD 3"X 3" X 0.229" STEEL PLATE WASHERS UNDER ALL INTERMEDIATE '0R . 'F r L1 " r�' \� `� ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL /'-5j 1 '� �~ a" OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. '"k m ^�C^yy7-.. m 0 0,0 xXD 0 -. I o-7;m P" • � 0- 17/ I Z Cd; Amo ' N.� ,e� ., /:-.--/ m m m O v ,, C.+dr° ,, 1 @ r Co▪0 2 ""' `._4`r'? Jill 1 SE �`a mg OA S1 t. "w, m D D d m05 71 N 70 03 0m 1- 21 N COPYRIGHT2018 FORD RESIDENCE VEHICLE DAMAGE REPAIRS 1 JAS ENGINEERING Z TIM FORD 1419 Washington St, • CC N 12350 SW TIEDEMANtE Suite 100 I m 0 .` 1 m DESIGN BY: JAS TIGARD, OR 97223 ',. Oregon City, Oregon 97045 aZ Work: 503.-657-9800 ° ci) C m DRAWN BY: DAS Cell: 503-449-3080 JAS PROJ.NO: 18.079 Andy@jasenginc.com ISSUE DATE: 12/17/20 18 II N II E I R I G, v 0 r` • c p o 0 O a) 0, o C 0) O r O) .5 C TLa , C O0 U 2 p, N _ In O� IT Y = -, 5- ci) O3Q 4' Z op CRACK REPAIRMt - ' Ilit FOR DAMAGED (E)CONTINUOUS CONC. FOUNDATION FOOTING " gte- It (E)8"CONC.FOUNDATION WALL \ U")CZ 7=L- 0_ CV 1(E) w CONTINUOUS CONC. Q FOOTING 2 \ __J S-3.2 0 v -- _ • 2N 1 I v o N _ Z W t\ S-3.3 I o r- E 1 CV o 9 O o Lo 1-r- REPAIR 8"CONC. FOUNDATION WALL 0• 2 N CD lL I— H (E)CONTINUOUS CONC. FOOTINGco 1 ' o S-3.1 I o . L \ ___J L _J L co Z j// // // // // //////// /t ♦tN Li' -W Z 111 -t =Z >- m F 0 o �-� I 16'-0" �Z z z � o ilo ,g G1� Z\P ..0,0 1 2 S-3.1 ^. 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CONTRACTOR TO FIELD 4NDREW LE Sy s .jc ,,c..to 1DA SHEET NO: f.,00 SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS 0' ZO 11"X17"SHEET SCALE ACCORDINGLY S-2.2""" v�+w FOR DIFFERENT SIZE SHEET. - I-let- 101 Lo 0 0 r•-- o) E V) o o • co U ` C NQ) O U c v c .- Y w,.\ O C LC) V c- cn00 < (E)HEADER (E)HEADER (E)HEADER I - - * J at r .. I 0 e "OC 24 -r x(E)MFD.STD.TRUSSES @ Q W Lu _ W _ ) " Q W z 2 CV W W N A z �_ � W UP JVKIk UcZ (!) ' cZ m DN 0 � N _U' _(---- (------iI 1 lL F— _ F— _ co 0 0� N t,.. ..._ N. to u) O _ Q p ° C7 (E)HEADER (E)HEADER (E)HEADER L_ (E)HEADER co z N w o I I I 2 z >- >- • Iw- (96 m m o a z z 0 >-w O a w O ,) w < a . /�m""c,.:77.7,-;_. U oo \ ,-,--;) ,,3"-„,:-'...1. SHEET TITLE . x ; 0 1.0/6-":" tii /. PARTIAL d.:o ,e, is . ROOF ,FYI 18" 58 ti • ,` PARTIAL ROOF FRAMING PLAN FRAMING Vako " = 1'-0" PLAN i.CONTRACTOR TO FIELD ��� �`' - `' SHEET NO: eE� 1 r� � SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS � D� S� „"X,7"SHEET. SCALE ACCORDINGLY S-2.3 FOR DIFFERENT SIZE SHEET. LU .1- o C, ca 0 p 0 0 O • N 0) o 0 co m(° 1- a) N o (.5 o 2 F p) a) or)-?: .. T O — Fi� OUQ 1 — ft/ _ _ it "it 2 2 I 1"--- X . .7- a_ cZ W I Q Q in W tu '-1 1' .,...______, � W _ Qm 2. N ,-,---) W W N Z a N. W UP ----1 I W � � � °COO ° CIZ cc) Q DN O N � I m o . \ r o _ • z 54 o a3 E,E N W O � 1 r_n_ ,_ Lij 2 Z_ YCO co •A A & I-1.11 Z F - Q rrez0(7 Z Z O O �,�- 5\, 0• � W a C ..i A A 0> o o '4 co 4 P<a • 'w,i°" "" °�� � SHEET TITLE: X13.. /Vt �s s m \C,r 15fvb l '►gyp Va N S � PARTIAL i .yr og- i- 4�4sE- SHEAR `�4. '' �� o+r c �r�-� WALL +REG�}N PARTIAL SHEAR WALL PLAN O SHEAR WALLS PER SCHED. S-1.0b , '`cG� ft \45 ort y4•• = 1'-0" PLAN BER AP' Q HOLD DOWNS PER SCHED. S-1.0b _44/,-, E'N �t�' SHEET NO 7 " �G Y® 5 SCALES NOTED ON DRAWINGS ARE FOR ; , .ap_ 7"SHEET. 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V v A 0 t.- - 0-) E in o O 2 O) M C_ m O "" d 7 ✓T (E)PLYWOOD 15/2"CDX PLYWOOD E o U c M y 2 x 6@ 16"OCN WALL SHEATHING 2 x 6@ 16"OC WALL SHEATHING o c Lo a - in0stUQ SILL PLATE NAILING PER • SIMPSON A35 SW SCHEDULE / ) 7 EA.JOIST 2-10d NAILS TO SILL PLATE @ 16"OC (E)PLYWOOD (E)PLYWOODz FLOOR SHEATHING FLOOR SHEATHING r 2x 10 RIM 2x 10 RIM \ e BOARD BOARD 11110 Z SIMPSON A35 @ 24"OC %"0 A307 GALV.ANCHOR BOLTS M N ' I 3"x 3"x Y4"PLATE WASHERS tit &NUTS PER SW SCHEDULE Q .� �" 4'0"OC MAX&7"MIN EMBED L111". CONT.2 x 6 w@SILL PLATES � ' ��' Q(E)2x10@16"OC2x12(E)2 x 10 @ 16"OC //tt BLKG. a (E)2 x 4 SILL PLATE CONT.BLKG. I p @ 6 0"OC FIRST(2) � .JOIST SPACES ,,.1;;_ _ >. .,r """ ' • X44}`(1 'I f € H t BRICK VENEER ATTACHMENT, .;.--t -tu w .1>. ° 2x SILL PLATE ! 7� U Q 2x8PTZ SIMPSON URFP @ 6'-0"OC a SILL PLATE �\ > < N OR #9 WIRE w SIMPSON FRFP @ 6'-0"OC 2 x 4@ 16"OC 2 x 4@ 16"OC 0L Lu c\J Z Lu (5)-Y"0 x 3"SDS SCREWS (E)8"CONC. 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