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<br /> COPYRIGHT O 2016.
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<br /> All information, either drawn, written, or implied, '
<br /> appearing,in this document shall not be dup-
<br /> licated, disclosed, or otherwise used without the
<br /> STRUCTURAL STEEL: Structural steel shall be identified and protected as required by Section 2203 The floar trusses shall also be designed to meet the requirements of IBC 2015 Sections 1605, 1606 & BOLTS: Design provisions and values per Chapters 10 & 11 of the National Design Specifications written permission of the author, I.B.I. Company ,
<br /> GENERAL STRUCTURAL NOTES of the IBC 2015 Code. Structural steel welding and bolting shall be in conformance with Sections 2205 1607 with a concentrated load where required by the type of occupa�icy and the live loads per Table NDS 2015. Bolt holes shall be a ininimtim of 1/32" to a maximum 1/16" larger than the bolt diameter. mis document is on instrument ot service and is -
<br /> the sole property of the author; furthermore, the
<br /> throtGgh 2208, 2210 and 2211 of the IBC Code 2015. Design and fabrication of structural steel shall be in 1b07.1. Wood trusses shall be designed in accordance with section 2303.4 of the IBC 2015 Code. Wood Carefiil centering of holes in main members and splice plates is required. Tight fit requiring forcible use of this document, for any purpose, shall be
<br /> GENERAL, All materials anci workmanship shall conform to the International Building Code, 2015 and conformance with Section 2005 of the IBC 2015 Code and AISC 360. Where required, the seismic design trusses shall comply with sections 2303.4.1 through 2303.4.7. Truss drawings shall be provided for drivin is not allowed. A metal late metal stra or �vasher not less than a standard cut washer shall be revoked, if the intent of the design or the con-
<br /> g p ' p' struction techniques or details shown herein are
<br /> all other standards and specifications aciopted by the ICC 2015 Code, the local City or County building of structural steel shall be in accordance with Section 2205.2 of the IBC 2015 Code. review to the engineer of record and they shall be sealed by a professional engineer prior to submittal far between the wood and the bolt head and between the wood and the nut. not adhered to or the contractual ogreement
<br /> code, and the requirements of the drawings and specifications. The drawings indicate general and typical review to the jurisdiction. governing their use is not strictly adhered to.
<br /> details of construction. Where conditions are not specifically indicated, but are of a similar character to Structural steel design for Seismic Design Category D, E, or F shall be in accordance with ASCI 341, EDGE DISTANCE �EQLJIREMENTS FOR BOLTS Q�,°��,i i {f � ��"
<br /> details shown, similar details of construction shall be used subject to approval by the Architect and the except as permitted by ASCE 7, Table 15.4-1. 1.If a different system is proposed which requires revisions to present structural framing, truss `' �� �� � ��Tne Seal below shall be va�id on�y it seal is wet .
<br /> Engineer of Record in writing. manufach�rer shall ded�ict from his subcontract, the cost of revision by the Engineer of Recard. This Direction of Load Minimum Edge Distance � � ��stamped and bears an original signoture:
<br /> fl�� � � ���� �
<br /> ITEM �STM will subsequently be charged to owner. Parallel to grain when L/D < = 61.SXD �,
<br /> `I'he contractor shall provide temporary bracing for the structural components until all �nal connections 2.Truss manufacturer shall clearly show all connection details, with loads, in calculations and on Parallel to grain when L/D > 6 1.SYD or '/Z the spacing between rows, whichever is reater. , , ,, G • IN��F�� '
<br /> x g �I"T'Y ��" � �/��;��'�' � oF wf�s� fG�
<br /> have been completed. All structural systems, which are composed, of components to be field erected Plates, Shapes/Angles, and Rods A36 F = 36 ksl drawings. Loads from Jack, hip, valley tnisses shall be accounted for on girder tnisses. Reactions to Perpendicular to grain loaded edge 4�D Perr��ii S�rvic v=s ,�� � �� I� � �
<br /> shall be supervised by the supplier during manufacturing, delivery, handling storage and erection. ,.� � � �' �
<br /> Anchor Bolts (Embedded u1 Mas. Or Conc.) A307 Fv= 10 ksl beam and columns, or�valls, shall be clearly shown on plans. Perpendicular to grain unloaded edge 1.S�D --�, h �� °� o
<br /> Erection shall be in accordance with the instructions prepared by the supplier. Verify all existing Structural Tubbin (s uare or Rec.) A500 Grade B Fy=46 lcsl 3.Trtiisses shall use loads shown above for design. Duration factors shall be per NDS 2015 � � � ;� `� �- �
<br /> dimensions, elevations, mechanical and electrical openings before proceeding with the worlc. 4.T'russes shall be desi ned usin load combinations er Sections 1605 of the IBC 2015 Code. � ��
<br /> Structural Steel Bolts A325F Fv = 15 ksl g g P The L/D used to determine the minimum edge distance shall be the lesser of the (length of bolt in main � � rr���, ��
<br /> S.Deflection under dead load and fiill dead plus live load shall not exceed the limits specified on Sections member}/D or (length of bolt in side member)/D. �� 203���� � �� � �
<br /> A n y d i s c r e p a n c i e s b e t�v e e n t h e a r c h i t e c t u r a l, m e c h a n i c a l, a n d s t r u c t u r a l d r a w i n g s s h a l l b e b r ou g h t to t h e 1604.3 and Table 1604.3 of the IBC 2015 Code. �� �Grs�r��� 1 1�`'
<br /> attention of the Architect and the Engineer in writing. Where there is conflict between the drativings and Fabrication and erection shall be in accordance with the latest edition of the AISC Specification for the sSI�NE�L E��
<br /> Design, Fabrication, and Erection of structural Steel for buildings. All bolts shall conform to ASTM 6.Uplift wind loads shall be accounted for, especially local forces at discontinuities. LAG SCREWS: Lead holes for lag screws shall be prepared by the contractor as specified on Section
<br /> the 2015 ICC Code the International Building, Code shall govern. A325F 3/4" diameter unless noted otherwise. All welding shall conform to the AWS codes f'or arc and gas 7.Trusses connected to shear walls shall be designed far the allowable shear load of the connected shear 11.1.3 of the NDS 2015 specitications. ExPiREs APR=L 18, Zo19
<br /> welding in building construction. All welds shall be 3/16" minimum or per Section 1.17.5 of AISC wall for wind and seismic loads. Refer to the shear wall plan on the dra�vings and the trusses shall be l, The clearance hole for the shanl� shall have the same diameter as the shank, and the same de th of
<br /> CONCRETE: All concrete shall conform to the 201� International Building Code and American Concrete A �
<br /> (whichever is larger), unless otherwise noted. Welding electrodes shall be E70XX electrodes far manual shall be designed for the combiued loads of gravity and lateral load per Section 1605 of the IBC 2015 enetration as the len th of unthreaded shank. ��
<br /> InStltute ACI-318. p g The liability of the above named consultant shall �
<br /> shielding metal-arc welding. Welded joints shall conform to AWS prequalified joint details for welcied Code. � 2. The lead holes far the threaded ortion shall be as listed bellow: ee �imited to tne area of expertise and to tnose
<br /> SPECIAL INSPECTIONS: The special inspection of concrete elements shall be as required by Ch�pter construction. All weldin� shall be erformed b AWS/WABO Certified welders. Fabricator must submit � services provided by the consultant. '
<br /> 17 of the ICC 2015 Code Sections 1704 and 1705 and Table 1705.3. � p Y 65%to SS% of the shank diameter in wood with 0.6 < G ���
<br /> � details to the local Building Authority far approval prior to fabrication. Three sets are reql�ired. GLUED LAMINATED MEMBERS: Glued lamin�ted members sha11 be manufactured and identified as 60% to 70% of the shank diameter in wood with 0.5 < G < 0.6 � �
<br /> STANDARDS FOR TESTS AND MATERIALS: The materials to produce concrete, concrete itself and , � required by IBC 2015 Sections 2303.1.3, AITC A190.1 and ASTM D 3737. Each member shall bear an 40% to 70% ofthe shank diamet�r in wood with G < 0.� '
<br /> testing thereof shall comply with the applicable standards listed in Chapter 3 of the ACI 318 Code. COLD-FORMED STEEL: The design of cold-farmed steel shall be in aecardance with AISI S�100. The AITC identification marlc and be accompanied by and AITC certificate of conformance. One coat of end
<br /> Cement, a re ates, �vater, lain and deformed steel reinforcement shall be as re uired b Cha ter 3 of design of cold-formed stainless-steel structural members shall be in accordance with ASCE 8. Cold sealer shall be applied immediately after trimming in field or shop. Beam shall be combination 24F-1.8E- Refer to Table 11.3.2A of the NDS 2015, to determine the `G' S ecific Gravit values for the s ecies of � �
<br /> the ACI 3 g8 Code. p � � p formed steel light-frame construction shall also comply with the additional provisions of Section 2210.2 24F-V� DFfDF for simple span beams and 24F-1.8E 24F-V8 DF/DF for continuous span or cantilever wood applicable to the installation of the large screws. p � p � �
<br /> � of the IBC 2015 Code. beams. Glued laminated material must �be obtained from a fabricator approved by the local building Nlinimum edge distances, end distances, spacing and associated geometry factars for lag screws shall be . � � � �
<br /> DURABILI'I'Y REQUIREMEN�I'S: Water cement ratio shall be in conformance with Section 19.3 of the � official. Notify the local building authority when glued laminated materials �rrive on site, prior to the same as for bolts with a diameter equal to the shank diameter of the lag screws. �
<br /> ACI 318. EYpostire category and class of concrete shall be in conformance with Section 1904.I of the TONGUE & GROOVE DECK: T&G deck shall be random length, laid with well scattered joints, erection.
<br /> (Random lay-up) end joint in midspan shall be end matched or use 10 ga. x 1- '/�" metal spline with drive �m ��
<br /> ICC 2015 C�de and ACI 318 Section 4.2 based on exposure to freezing and thawing, exposure to sulfates WOOD SCREWS: Design provisions and values per chapter 10 & 11 of fhe NDS 2015. The wood � �
<br /> in �vater or soi l, eY ostire to water an d c h lorides from deicin chen�icals, salt saltwater or s ra from this � fit into precut slot in board. Each board shall bear on at least one su p port. No more s plices in an y two WOOD STRUCTUIZAL PANELS: Wood structural panels, when Ltsed structurally for siding, roof an d screw shall be inserted in its 1 �
<br /> p g � P Y ead hale by turning with a screwdriver or other tool, not by driving with a
<br /> sources, �vhere concrete has steet reinforcement. adjacent boards shall be a minimum of 4'0" apart. For 3" and 4" decic, courses shall be spiked to each wall sheathing, subflaoring, diaphragms and build up members shall conform to the requirements for their hammer. Lead holes shall be re ared as follows rior to the installation of the wood screws: ° C • •
<br /> other with 8" spikes at intervals of not more than 30" through predrilled edge holes each piece. Each type in DOC PS 1 DOC PS 2 or ANSUAP�PRP 210. p p p ���$�It��� G��,n�'ej°�
<br /> iece shall be toe-nailed af each su ort with one 40d nail and face nailed with one 6"s ike. � l. The lead holes for wood screws loaded in withdrawal shall have diameters equal the root diameter ��
<br /> C O N C R E T E P R O P E R T I E S & S T R E N G T E-I: Concre te mixtures s ha l l con form to t he mos t restrictive p p p p percentages listed bellow: �
<br /> maximum �vater-cementitious materials ratios and minimum specitied eompressive strength requirements � TRUSS JOISTS TJI'S: Should be as provided by Weyerhaeuser and spaced as specified on the plans. 90% of the wood screw root diameter for wood of G > 0.6 P.O. BOX 379� �, '
<br /> of ACI 318, Section 4.1 based on exposure classes assigned in Section 1904,1. Except that for Group R � SAWN LUMBER: Sawn lumber shall conform to West Coast Lumber Inspection Bureau Grading and The installation should be as specified by the manufacturer and by the latest ICC Evalttation Report from � 70% of the wood screw root diameter far wood of 0.5 < G <- 0
<br /> - .6 Bellevue,lNashin�ton 98009
<br /> occupancies that are less than four stories above grade plane, normal weight concrete is permitted to Dressing Rules, latest edition. Each piece shall bear a grade mark as delivered. The base design values ICC Evaluation Service, Inc. (www.ico-es.org) No lead hole may be provided for wood of 0.5 <-G r
<br /> comply with the rec�uirements of Table 1904,2 based on weathering classification (freezing and tha�ving) ; for visually graded dimension lumber are f'rom 4A & 4D of the National Design Specification (NDS)
<br /> g � � +. 2015. « � � , g 2. Lead holes for wood screWvs load�d laterally should be bored as follows: �372 �@O�E'yl�� �/1 N.�, � 3
<br /> determined from Fi ure 1904.2 in lieu of the re uirements of ACI �18 Code. TIMBERSTRAND LAMINATED STRAND LUMBER LSL : Beams noted `LSL on the drawin s are y
<br /> �� For wood G>0.6 the part of the lead hole receiving the shank and the threaded portion shall have
<br /> . TimberStrand beams as mantifactured by Weyerhaeuser Corporation, with the following design Belle�ue,�lS�lln ton 9�d�04
<br /> about seven eighths of the shanlL and threaded part of the wood screw respectively. � �
<br /> LUMBER SPECIFICATION FOR DOUGLAS FIR LARCH LUMBER � Refer to Table ll.3.2A of the NDS 2015 to determine the G Specific Gravity vales far the species of Ph0(le: �4,2�� 4,5�•�316
<br /> f c 1Vlinimum sacics Slump Special inspection Use properties: , ,
<br /> ( sl) of Cement/CY required • � 1-3/4 & 3�1/2 1.55E TimberStrand 'LSL wood applicable to the installation of the wood screws. - �
<br /> M E M B E R T Y P E S P E C I E S/G R A D E F b P S I F v P S I E K S I P e r m i t#: B W l s l a-0 0 4 �
<br /> 2�0 0 5 4 N O Sprea d & S trip Foo tings, � � � � �
<br /> Site Address: 3014 FEDERAL AVE
<br /> Slabs on Grade & S idewalks, Shear Modulus of Elasticit G = 96875 Psi Nominal wood screw lateral design values �tre based on wood screw penetration into the main member of Owner: MAGBRG FERNANDO R&VENUS L
<br /> B�sement & Retailing Walls 2x Plates DF-L Stud Grade 700 180 1400 Modules ofElasticit E = 1550000 Psi f
<br /> Use 3000 si er Table 1904.2 of the ICC 2015 cocle based on �veatherin 2Y Studs DF-L Stud Grade 700 180 1400 _ approximately seven times the shanx diameter p=7D. The minimum wood screw penetration into the Tenant: [TenName]
<br /> p p g Flexural Stress Fb 2325 Psi main member for reduced design value shall be four times the shanlc diameter p = 4D. ap�.aate: lo/2s/2ola
<br /> REINFORCEMENT: Unless otherwise noted, all reinforcing shall be deformed bars per ACI-318 Section 4x Posts DF-L # 2 900 180 1600 Com Pe To rain Parallel to lue line Fc = 800 Psi ' �'i" '
<br /> p• �• g g Propased Use: SFR DETACHED
<br /> 3.5.3.1, all �velded �vire fabric shall conform to ASTM A-185 and ACI-318 Section 3.5.3.5 4x Beams DF-L # 2 900 180 1600 Com . Parallel to rain FC = 2050 Psi DescripTian: REPLACE FQUNDATION(FRAMING AND �
<br /> Edge distance, end distance and spacing for wood screws shall be sufficient to prevent splitting of the �
<br /> Use Grade Fy Fs 6x Beams DF-L # 1 1350 170 1600 Horizontal shear Pe . To lue Fv = 310 Psi WOOd. DECK OF FRONT PORCH
<br /> All Reinforcement 60 60 ksi 24 ksi 8Y Beams DF-L # 1 1350 170 1600
<br /> Fie1d Bent Bars 60 60 ksi 24 ksi 6x Posts DF-L # 1 1200 170 1600 For installation and additional information refer to latest ICC Evaluation Report �from ICC Evahiation �eviewed By: � �ate: /I .��
<br /> Bars Welded to Steel 60 60 ksi 24 ksi 8x Posts DF-L # 1 1200 170 1600 Service, Inc. (www.icc-es.or�). Any drilled holes or cut-outs shall be approved in writing by the engineer ,��office set �a�site set Fire/Planning Ser
<br /> 2Y Jolts DF-L # 2 900 180 1600 record. �
<br /> i , �:.
<br /> Bars in beams and slabs shall be detailed in accordance with the ACI Nlanual of Standard Practice, for '" MICRULLAM'� LAMINATED VENEER LUMBEIZ LVL BEAN[S: Beams noted `ML' on the � � } +
<br /> Detailing Reinfarced Concrete Structures, latest edition. Develo ment and s lices of all reinforcin bars " ,� NAILS AND SPIKES: Nails & Spik�.s shall be per Chapters 1Q & 11 of the NDS 2015. Common steel �
<br /> P P g f drawings are Microllam beams as manufactured by the Weyerhauser Corporation, with the following wire nails and pikas, box nails and threaded l�ardened-steel nails shall conform to nominal sizes specified Pro jeet: Magbag Residenee �
<br /> shall be per ACI 318 Chapter �12, Refer to details or a minimum lap of 60 bar diaineters. LUMBER SPECIF'ICATIONS FOR HEM FIR LZJMBER design properties: in Federal Specifications FF-N-lOSB. Threaded, hardened-steel nails and spikes hall be made of high 3014 Fedet'ql Ave.
<br /> REINFORCINU STEEL PROTECTION carbon steel wire, heated, ointed annularl or helicall treated and tem ered to rovide reater ield Everett, WA 98201
<br /> Beam and Columns bars (to ties) 1-112 MEMBER TYPE SPECIES/GRADE Fb PSI Fv PSI E KSI 1-3/4" 1.9E Microllam`�Laminated Veneer Lumber LVL p ' y Y ' p p g y
<br /> Slab and tivall Bars Interior Faces =�/a"
<br /> l [ [ l � � ) strength than common wire nails of same size.
<br /> Engineer: lBl Company
<br /> Exposed to Weather or Earth 2" (#6 and larger) Zx Plates HF-Stud Grade 675 150 1200 Shear 1Vlodttlus ofElasticity G = 118750 Psi When bored holes are required to prevent splitting of wood, the diameter of the bored holes shall not COnsultig Englneers
<br /> 1-ll2" (#5 and smaller) 2Y Studs HF-Stud Grade 675 150 1200 Modules of Elasticity E = 1900000 Psi exceed 90 percent of the nail or spike for wood with G>0.6, or 75 percent of the nail or spike diameter for P.O. Box 3192
<br /> Footing & other unformed Surfaces, Earth Face 3" 4x Posts HF- # 2 850 150 1300 Flexizral Stress Fb = 2600 Psi wood with G<=0.6. �
<br /> CONCRETE WALL REINFORCING �_ 4x Beams HF- # 2 850 150 1300 Com , Pe . To rain Para11e1 to lue line Fc = 750 Psi Bellevue, WA 98009
<br /> (Unless Shown Other Wise on Drawin s) Phone: (425�-450-0316
<br /> Wall Thickness Horizontal Bars Vertical Bars Location � 6x Beams HF- # 1 1050 140 1300 Com , Parallel to rain Fc = 25�10 Psi Refer to Table ll.3.2A of the NDS 2015, to determine the `G' Specific Gravity values far the species of . �
<br /> � 8x Beams HF- # 1 1050 140 1300 Harizontal shearPe . To lue Fv = 285 Psi wood applicable to the installation ofthe nails and spikes. OWnet': Mr. Fernqndo Magbog � ��
<br /> 6" #4 c 12" o.c. #4 c 18"o.c c CL of wall � 6x Posts HF- # 1 975 140 1300 3014 Federal Ave. • ;
<br /> (r� (r� (u� CL of wall gx Posts FIF- # 1 975 140 1300 For installation and additional information refer to latest ICC Evaluation Report from ICC Evaluation PROTECTION AGAINST DEGAY AND TERMITES: Wood support embedcied in the ground or Everett WA 98201
<br /> 8" #4 c 10" o.c. #4 c �16" o.c indirect or indirect contact with the earth and used for su ort of ermanent structures shall be treated � r 1 �
<br /> 2x Jolts HF- # 1 850 150 1300 Service, Ina (tivwr�v.icc-es.or�;). Any drilled holes or cuts shall be approved in writing by the engineer of pp P Phone: 425 -220-9726
<br /> 8" #5 15" o.c. #5 cr 18 o.c. � CL of wall wood. Ro�ind or rectan ular osts oles and sawn timber coltimns su ortin ermanent structures ` 1
<br /> 2x Decicing HF- # 2 1150 1400 record, g p , p pp g p .
<br /> which are embedded in concrete or masonry exposed to weather shall be treated wood. ReFer to Section •
<br /> A t all o penin g s pr o vi d e a minim um of t w o b a r s o v e r, u n d e r a n d a t s i d e s. P r o v i d e t w o b a r s a t t h e e n d o f P A R A L L A M`�'P A R A L L E L S T R A N D L U M B E R P S L B E A I�V I S: Beams note d �P S L' on t he drawin s are 2 3 0 4.1 1 o f t h e I B C 2 0 1 5 C o d e. J u r i s d i e t i o n: Ci ty o f Evere t t
<br /> all tivalls. Extend horizontal bars at least 24" past the opening or as far as possible and hoolc. Extend NORE: Applicable Adjustment Factors shall be used for design according to Table 4A & 4D of the g P e r m i t S e r v i c e s
<br /> Parallam°beams as manufactured b the We erhauser Co oration with the followin desi n ro erties:
<br /> vertical bars the filll story height�ar as far as �ossible and hoak. Provide one #5, 4'0 long, diagonally at National Design Specification NDS 2015 y Y � g S p p � �
<br /> PLATES, SILLS, AND SLEEPERS: Sleepers and sills on a concrete or masonry slab or foundation that 3200 Cedclr S�reet
<br /> each corner of all openings. Provide corner bars to match horizontal reinfarcement in footings and wa11s. 1-3/4"to 7" 2.OE Parallam�Parrallel Strand Lumber PSL is in direc� contact with earth shall be of nahirally durable ar preservative-treated wood per Section EVerett, WA 98201
<br /> WOOD FRAMING NO"I'ES: ( )
<br /> MODIFICATIONS TO ACI 318: The following Sections of the ACI 318 Code shall be modified per 2304.11.2.4 ofthe IBC 2015 Code. Phone: (425)-257-8810
<br /> Section 1905 of the IBC 2015 Code, l. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance Shear Modulus of Elasticity G = 125000 Psi Fax: �425�-257-$857 �
<br /> � with Table 2304.9.1 of the IBC 2015 Code. Use common nails for sbear walls and for horizontal Modliles ofElasticit E = 2000000 Psi COLUMNS AND POSTS: Post or columns supporting permanent str�ictures and supported by a concrete -
<br /> or masonry slab or f'ooting that is in direct contact with earth shall be ofnaturally durable or preservative- Applieable Codes:
<br /> Modify ACI 318 Sections 21.1.1.3 and 21.11.7 per Section 1905.1.2 of the 1BC Code 2015 di�phragms. Fl�xi�ral Stress Fb = 2900 Psi �
<br /> Modify ACI 318 Section 21.4 per Section 1905.1.3 ofthe IBC Code 2015 2. At Sawn Ti�mber Joist Areas: Provide cross bridging at 8'0 o.c. ma�mum spacing and solid Com , Pe . To grain Parallel to ghle line Fc = 750 Psi treated wood. For exceptions refer to Section 2304.11.2.7 ofthe IBC 2015 Code. I.B.C. 2015. � � �
<br /> Modify ACI 318 Section 21.9 per Section 1905.1.4 of the IBC Code 2015 blocking at bearing points. Provide double joists each side of openings unless detailed other�vise. Comp. Parallel to grain Fc = 2900 Psi FOUNDATION�W�LLS: Fottndation walls shall be d i � i� '
<br /> Provide double oist under all non-load bearin load bearin and shear walls �unless other�vise Horizontal shear arallel to rain �Fv = 290 Psi es gned n accordance with Sections 1807.1.1
<br /> Modify ACI 318 Section 21.10.2 per Section 1905.1.5 ofthe IBC Code 2015 .1 g� g � through 1807. L6. Foundation walls shall be supported by foundations designed in accordance with I.B.I. CO. FILE DIRECTORY �
<br /> Nlodify ACI 318 Section 21.12.l.l per Section 1905.1.6 of the IBC Code 2015 shown on the plans. Section 1808 of the IBC 2015 Code. Concrete and masonr fo�indation walls shall be ennitted to be
<br /> Modify ACI 318 Section 22.6 per Section 1905.1.7 of the IBC Code 2015 3. Attach timber joists to flush headers and beams with Simpson "U" series metal joist hanger or For installation and additional information refer to latest ICC Evahiation FZeport from ICC Evaluation y p B: \JOBS18�JOB18-31
<br /> designed in accordance with Section 1807.1.6 and Table 1807.1.6.2 subject ta limitations stated on Start Date: Se 26, 201$
<br /> Delete ACI 318 Section 22.10 and replace it per Section 1905.1.8 of the IBC Code 2015 similar to suit the joist size. Simpson Strong Tie located at 5151 S. �irport Way, Stockton CA. Service, Inc. (www.icc-es.or�). Any drilled holes or cuts shall be approved in writing by the engineer of , P
<br /> Delete ACI 318 Section D3.3.4 through D,3.3.7 and replace it per Section 1905.1.9 ofthe IBC Code 2015 95206. Phone (206)-234-7775. record. Section 1807.1.6.2.1 due to seismic requirements. Plot Dqte: Se 30, 201$
<br /> Delete ACI 318 Section D4.2.2 and replace it per Section 1905.1.10 ofthe IBC Code 201� 4. Notations on drawings relating to framing clips,joist hangers, and other connecting devices refer RETAINING WALLS: Retaining walls shall be designed in accordance with Sections 1807.2.1 throu h
<br /> to catalog numbers of connectars manufactured by the Simpson Strong-Tie Company, Stocicton, PLYWOOD ROOF AND FLOOR SHEATHING: Plywood for roof shall have EYposure Durability 1807.2.3 ofthe IBC 2015. Retainin tivalls shall be desi ned for lateral soil loads set forth in i n 1 g Revisions:
<br /> STRUCTURAL PLAIN CONCREZ'E: The design and constniction of structural plain concrete,both cast- California. Eqliivalent devices �by other manufactti�rers may be substihlted, provided they have Classification of EXterior, and Plywood for floors sh�ll be T & G (Tongue - and - Groove) Exposure 1. of the IBC 2015 Code. g g Sect o 610 Mprk DeSCrlptlOn Date � ���
<br /> in-place and precast, shall comply with the minimum requirements of ACI 318, as modified by Section IBC 2015 Code approval for equal load eapacities. Use plywood with panel rating sufficient for spans. Use T&G or ply clips where span eYceeds unblociced � � ��
<br /> 1905 of the IBC 2015. 5. Individual members of built-up posts and beams shall each be attached with 20d common nails @ edge span�rating. Ply�vood thicicness shall be as shown on plans. Nail all plywood to supparting EMBEDED POSTS AND POLES: Post and poles designed to resist both aXial and lateral loacis � '
<br /> 32" o.c. See also Table 2304.9.1 item 24 of the IBC 2015 Code. members as follows: lOd commons � 6" a.c. at sheet edges and diaphragm boundaries, and lOd embedded in earth or in concrete footings in earth shall be in accordance with Sections 1807.3.1 throu h � ��
<br /> MINIMUIv1 SLAB PROVISIONS: The thicicness of concrete floor slab supported directly on the ground 6. �11 wood framing details not shown otherwise shall be constructed to the minimum standards as commons � 12" o.c. at interior bearin oints unless shown otherwise on the drawin s. 14 �u e g �
<br /> �-� � �� g p � g g g 1807.3.3 of the IBC 2015 Code. Posts embedded in earth shall not be used to provide lateral support for �
<br /> shall not be less that 3-1/2" thick. A 6-mi1 (0.006 inch) polyethylene vapor retarder with joints lapped not set Forth under "Conventional Light-Frame Construction Provisions" per Section 2308 of the IBC staples, 1-3/4" long with a minimum crown width of 7/16" may be substituted for nails, installed �vith structural and nonstnictural materials such as �last�er m�sonr or concrete unl br ' � '.
<br /> p , y ess actng is provided that
<br /> less than 6" shall be placed between the base course or subgrade and the conerete floar slab. Exceptions 2015. their crowns parallel to the framing members at wood panel diaphragms and shear walls. develops the limited deflections required.
<br /> shall be as listed on Section 1907 of the IBC Code 2015. 7, Joist framing from opposite sides of a beam, girder or partition sha11 be lapped at least 3" or the
<br /> opposing joist shall be tied together in an approved manner. CONNECTIORS AND FASTENERS: The installation of all mechanical connections far �vood FOUNDATION: Slope for permanent fills or cuts shall not be stee er that 2 horizontal to 1 vertical unless ShBet COnt@t1t: � ��
<br /> ANC�IORAGE TO CONCRETE (ALLOWABLE STRESS DESIGN): Allowable service load, required 8. All post and beam shall be connected in an approved ma�lner to prevent against uplift and lateral construction shall be as specitied on Chapter 10 & ll of the National Design Specification (NDS) 2015 p
<br /> � substantiating clata justifying steeper �lopes are stibmitted for approval to the Building Official. Adjacent GENERAL ST�UCTURAL
<br /> edge distance and spacing shall be as reqttired by Sections 1908.1 through 1908.3 and Table 1908.2 of the displacement. Use Simpson conneetars or approved equal. and adopted by the IBC 2015 on section 2301.2 and 2306. Fasteners and connectors in contact with ro ert shall be rotected from the effects of excavation as rec uired b� A endix J of the IBC 2015
<br /> IBC 2015 Code. Increase in allowable load is permitted as stipulated on Sections 1908.4 and 1908.5 for preservative-treated and fire-retardant-treated wood shall be in conformance with sections 2304.9.5.1 Cod. S'oil investi ation ma be re uired b the Buildin Official otherwise the resum tive load bearin N�TES AN D M ATER�A�-
<br /> - �vind loads and�vhen special inspection is provided during installation. PREFABRICATED WOOD TRUSSES: TrtGsses shall be designed by the manufacturer for the spans, through 2304.9.5.� of the IBC 2015 Code. COnnectors that are used in exterior applications and in contact values should be as specified in Table 1806 2 of the IBC 201�. Foundations are e uired to be level where SPEC���C/�1T��N S. ���
<br /> �
<br /> and c ndition h � � h �� �
<br /> o s s o�vn on t e plans. Loading shall be as Follows: with preservative-treated wood shall have coating types and weights in accordance with the treated wood the ground surface slopes more than 1 foot in 10 feet, or shall be steeped so both top and bottom �f such �
<br /> ANCHORGE TO CONCRETE (STRENGTH DESIGN}: Allowable strength design of anchors installed ROOF p.s.f. or connector's manufacturer's recommendations, a minimum of ASTM A 653, Type G 185 zine-coated fotindations are level. All grading shall be in conformance with Appendix J of the I.B.C. 2015. � _
<br /> in concrete for the p«rpose of transmitting structural loads from one connecteci element to the other shall Top Chard Snow Load 2�p.s.f. galvanized steel, or equivalent, sball be used. ��
<br /> be as required by Section 1909 of the ISC 2015 Code. Headed bolts, headed studs and hooked (J or L) Top Chord Dead Load (Add 25 for pavers on roof deck) 7 p.s.f. EXCAVATION AND SHORING: Contractor shall provide shoring �s required at excavation slopes not �
<br /> bolts cast in concrete and expansion anchors and undercut anchors installed in hardened concrete shall be Bottom Chord Dead Load 6 p.s.f Fasteners for wood fotuldations, including nuts and washers, for wood foundations shall be as required in meeting the more stringent requirement of the local buildin authorit or OSHA standards and shall t�ike �
<br /> designed in accordance with Appendi�D of the ACI 318 as modified by Sections 1905.1.9 and 1905.1.10 Total Lo�d 38 p.s.£ AF&PA PWF. all necessary precautions to prevent settlement or damage to adjacent sidewalks, parking dreas, buildings �rqW� By'JC� CheCked By'JC� �
<br /> of the IBC 2015 Code provided they are within the scope of AppendiY D of the ACI 318 Code. Bottotn chord Live Load�Uninhabitable Attic no storage � 10 (IBC 2015 Table 1607.1 Item 25) walls, etc. ELcavation, grading and fill shall be Section 1804 of the IBC 2015 Code. � �
<br /> BOttom chord Live Load Uninhabitable Attic with storage 20(IBC 2415 Table 1607.1 Item 2S) � Dqte Of ISSUe: � � 24 2�� 8
<br /> Project No. Sheet No.
<br /> . FOR �UILDlNG PERMIT SUBMITTAL 10/24/201 � � �- �3 S- 1 .
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